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38A-104 (2) Connectinq the Appliance 1. Attach the air inlet hose to the flue manifold on a--may either inlet position"a"or"b". The plastic tie should be tight over the sleeve. \ The unused inlet is plugged with the rubber cap �� b supplied on the manifold. 2. Connect the flue elbow to the manifold while Flue Manifold moving the appliance into position. EM 3. Fit the pipe stopper over the connection between Pipe stopper the Flue elbow and the manifold. Engage the `J hook and rotate it until it snaps against the body of the clamp. — Hook Manifold Elbow Pipe stopper 4. Slide the insulation sleeve up to the flue manifold FA UP and slip the securing clip over the sleeve as t j shown. ♦S�!� .................. 04 sOC*... 5. Install the bracket on the rear of the top spacer by tightening 2 screws. / �} / Spacer bracket Top Spacer 6. Install the wall bracket with two /Top Spacer screws. Attach the heater to the wall bracket with 2 screws. Wail bracket Top Spacer Spacer Bracket �. Wall f Brackets ti Rinnai Corporation EX17C/EX22C Manual 27 Extension Kit Installation Extension Kits and Parts D(HAUSTPIPE(ADJUSrABLE) (2)DMUSTRPE(NONADJUSfABLP G)AIRINTAIEHOSE M ®BENTRBOW (5 LONG BENT ELBOW QHOSEJOINT T7 RPESTOPPEr2A (IRPESTOPPERB � 0 1 OPIPECLAMP OWALL-RXTUFE ©NUT OzSCFEWA OOSCMNB Item Description FOT-201 FOT-219 FOT-220 FOT-221 FOT-158 FOT-190 1 Exhaust Pipe(adjustable) 1 11.4-20.3 in (290-515 mm) 1 Exhaust Pipe(adjustable) 1 1 21.0-39.6 in (533-1005 mm) 2 Exhaust Pipe-40 in (1016 mm) 1 3 Air Intake Hose-29.5 in (750 mm) 1 1 3 Air Intake Hose-49.2 in (1.25 m) 1 3 Air Intake Hose-90.6 in (2.3 m) 1 4 Bent Elbow 1 5 Long Bent Elbow 1 1 6 Hose Joint 1 1 1 1 7 Pipe Stopper A 1 1 1 2 1 1 8 Pipe Stopper B 1 1 1 9 Pipe Clamp 2 sets 3 sets 4 sets 10 Wall Fixture 2 3 4 11 Nut 2 3 4 12 Screw A j 2 j 3 4 13 Screw B 1 4 1 6 8 26 Rinnai Corporation EX17C/EX22C Manual Extension Kit Installation Use the pipe stoppers, connectors, clamps, and screws according to these instructions in order to ensure no leakage of exhaust gases. Clearances exhaust pipe to combustibles 1 inch (25.4 mm) exhaust pipe to non-combustibles zero Clamps Exhau t pipe Both the exhaust line and air intake hose are Exhaust pipe supported by clamps which are attached to the wall. A wall fixture can be used to offset the clamp from the wall. Use Screw B to attach the wall fixture to the wall. If the wall fixture is not used then use Screw A and the nut to attach the clamp to the wall. The air intake hose should always be underneath the exhaust line so that in case the air intake hose sags it will not come into contact with the exhaust line. *1 4�� Air intake hose Air intake hose Installing the Exhaust Line The exhaust line is connected between the bent pipe female end Pipe stopper B at the rear of the heater and the exhaust port on the Male end flue manifold. To connect exhaust pipes with other straight pipes or 7 777% bends,fit the male end into the female end. Use pipe stopper A to clamp the connection. �--Pipe stopper A Use pipe stopper B to fix the length on the adjustable exhaust pipes. Do not extend these pipes beyond the red line. Do not cut the exhaust pipe. Use the adjustable pipes if necessary. To bend the elbow, insert exhaust pipes into both ends for additional leverage. Bend to desired angle. Do not straighten the bent pipe attached to the Adjust the angle appliance. Connecting the Air Intake Hose The air intake hose is connected between the air The lengths of the air intake hose and the exhaust connection at the rear of the heater and the air intake pipe must be the same in order for the appliance to port on the flue manifold. operate properly. The hose can be cut to the required Push the air intake hose onto the flue manifold and length. Deburr all rough edges. Do not cut the hose secure with the plastic cable tie. attached to the appliance. Join air intake hoses by screwing the hose joint half of Support the air intake hose with pipe clamps. its length into the air intake hose and then screwing Hose joint another air intake hose into the hose joint. 1 NOTICE Do not cut the intake hose. Cutting the intake hose may result in noise. Air intake hoses Rinnai Corporation EX17C/EX22C Manual 25 Extension Kit Installation If necessary, extension kits are available to extend the exhaust line and air intake hose between the manifold 390M INCORRECT and the appliance. • Too many bends(limit is 2) (1) The maximum vent length is 13 feet(4 m)with 2 • Air intake hose is above bends. The bent pipe attached to the appliance exhaust pipe does not count toward the max limit of 2 bends. (2) Maximum vertical length allowed is 10 feet(3 m). (3) If the extension is longer than 10 feet(3 m), the condensate may overflow the condensation pan. CASE A Therefore, extension exceeding this length should drain to the outside and sloped 3° downward. Exhaust Line (4) Do not allow any low points or sagging in the exhaust line. Otherwise, condensate may block the r exhaust and affect combustion. (5) Vent extensions installed in unconditioned air space ("`-- ( Pipe must be insulated with high temperature insulation Stopper A and must be accessible. (6) Vent extensions must not be concealed per NFPA Pipe Clamp 54 and must be accessible allowing inspection and repair. Decorative covers are available from Rinnai. Air Intake Hose These figures show the 3 possible ways that the Plastic Tie extension exhaust line and air intake hose may be directed away from the appliance. All 3 views are from . Extension lines are through the side panel of the behind the appliance. For your configuration, appliance. position the air intake hose as shown. • It is not possible to position the extension lines through the other side panel of the appliance. • One elbow is shown. One additional elbow may be added. • Instructions(1)-(6)must be followed. CASE B CASE C Exhaust Line i — i Exhaust Line i Pipe Stopper A .. Pipe Stopper A t I Pipe Clamp Pipe Clamp Air Intake Hose Air Intake Hose Plastic Tie Plastic Tie • Extension lines are through the top panel of the • Extension lines are through the top panel of the appliance above where the air intake enters the appliance above where the exhaust exits the appli- appliance. ance. • Two elbows are shown. No additional elbows may • No elbows are shown. Two additional elbows may be added. be added. • Instructions(1)-(6)must be followed. • Instructions(1)-(6)must be followed. 24 Rinnai Corporation EX17C/EX22C Manual Flue Manifold Installation 4. Install the Terminal — Check that the terminal seal is in place. For Terminal seal � weatherboard walls, add the second seal next to the terminal seal to compensate for weather board angle. From the outside insert the terminal into the sleeve with the marking `TOP"at the top. T The left hand side locking tie should be Terminal marked"LEFT'. 4 Locking tie 5. Lock the ties Pulling hard on the left and right hand ties, Locking ties clip the ties over the notches inside the Sleeve sleeve. You should be able to pull the ties 2 or 3 notches past the starting point. Cut the ties, leaving about 314 inch (20 mm)past the notch. Bend the ties back into the sleeve and parallel to the wall. Fx 6. Insert Inside Connection Assembly Push the assembly into the terminal tube, ensuring that the seal is in place on the inner tube. Attach the inside connection with 3 z screws. The inner connection can still = 3 be turned to install the screws. O 3 screws z Rinnai Corporation EX17C/EX22C Manual 23 Flue Manifold Installation • The flue manifold must exhaust to the outside. Do • This appliance can only be used with one of the not exhaust into other rooms. five types of Rinnai flue kits. The flue kits and their • The flue manifold is not designed to be positioned dimensions are listed on the previous page. under floors or below the heater. • Refer to the Flue Terminal Clearances section. • The termination cannot be vertical. 1. Disassemble the flue manifold The flue consists of 3 parts: • sleeve Inside Connection Terminal • inside connection • outside terminal O Disassemble the flue manifold by first pulling out the inside connection. To remove the outer terminal pull and release the two internal ties and then pull out the outer terminal. Sleeve Clearance to combustibles for the sleeve and flanges is zero inches. 2. Adjust the sleeve length Measure wall thickness through previously drilled 3 1/8 inch (80 mm)hole. Remove extension The end of the sleeve should protrude 3/16- if necessary/ 3/8 inch (5-10 mm)from the outside wall. The sleeve is threaded for adjustment. Adjust the sleeve length to wall thickness plus 3/16- 3/8 inch (5-10 mm). NOTE: Do not extend beyond the red line. For other than the"S"type flue manifold, if a shorter length is necessary an extension can be removed. Cut the outer plastic laminate (with a utility knife or similar)and remove the extension. The metal should not be cut. 3. Attach the sleeve Attach to the inside wall using 3 screws sleeve should arranging the flange so that the marking "TOP"is at the top. -extend 3/16- 3/8 in (5-10 mm) The flange is offset 20 to allow the condensate drain to the outside. ©` 3 screws 22 Rinnai Corporation EX17C/EX22C Manual aw Drilling Flue Hole Ensure that there are no gas or water lines, or Flue Hole electrical circuits in the wall location where the flue hole is to be drilled. 0—�!_ E Drill the flue hole using a 3 1/8 inch (80 mm)drill. —•— °pro E The center of the hole must be located anywhere co 00 within the shaded area, unless extension kits are �- used. See diagram. For weatherboard walls, drill through the center of the weatherboard from the outside first and then NOTICE Use a template(included)to through the plasterboard. A template is provided. determine allowable location of the For installation without using extension kits, the flue hole. configuration of the flue manifold, air intake hose, and exhaust slide pipe should be as shown when installation is completed. The shaded area shows where the flue manifold can be located. 20 15/16'(760) INCHES(mm) 9 79/16" '250' 3 7/16" 'e8) WALL BRACKET -- -- - -------- ------------------------------- - ---- 3,3/16° (e�) CENTER OF THE HEATER io N n WALL OPENING POSITION The hole center should be N 01 within the oblique line. a FLUE ELBOW m `,♦ ¢3 1/8" its ie N � WALL OPENING m POSMON 6 1/8"(20" TEMPLATE OF WALL OPENING POSITION FOR _. -1 STANDARD INSTALLATION a FOLD LINE PUT TEMPLATE AGAINST SET FOLD LINE I WALL DIRECTLY BEHIND TO FLOOR LEVEL. + DESIRED HEATER LOCATION. Configuration viewed from behind the appliance. Rinnai Corporation EX17C/EX22C Manual 21 Installation Parts The following items are included with the appliance: Flue Manifob.......................1 Spare rubber seal...................1 ('A'Flue units only) "A"Vent Kit, FOT-151 (For weatherboard installations) Pipe Stopper A 1 �. Ring 1 Back Spacer Set 1 Manual Valve Set 1 1 Plastic tie for air inlet 1 Plastic tie' Owner's Manual 1 (L=250mm) Q 1 Screw 00)). Screw M4 ( For Back Spacer Set 4 (M4) 3 For Flue Manifold Screw @=M Wood Screw (M4) 4 ) For Spacer Bracket (M4.8x 32) Wall Bracket Screws Wall Bracket j 1 Spacer Bracket 1 I This plastic tie should j be located here 9 20 Rinnai Corporation EX17C/EX22C Manual Flue Terminal Clearances Ref Description Canadian Installations US Installations Clearance above grade,veranda, A porch, deck, or balcony. (Take into 12 inches(30 cm) 12 inches(30 cm) account the anticipated snow line) 6 inches (15 cm)for 6 inches(15 cm)for appliances< 10,000 BTUh; appliances< 10,000 BTUh; Clearance to window or door that may 12 inches(30 cm)for 9 inches(23 cm)for B be opened appliances> 10,000 BTUh appliances> 10,000 BTUh and < 100,000 BTUh, and <50,000 BTUh, 36 inches (91 cm)for 12 inches(30 cm)for appliances> 100,000 BTUh appliances> 50,000 BTUh C Clearance to permanently closed window Vertical clearance to ventilated soffit, D located above the terminal within a horizontal distance of 2 feet(61 cm) from the center line of the terminal E Clearance to unventilated soffit F Clearance to outside corner G Clearance to inside corner 20 inches(50 cm) 20 inches (50 cm) Clearance to each side of center line 3 feet(91 cm)within a height H extended above meter/regulator 15 feet(4.5 m)above the assembly meter/regulator assembly I Clearance to service regulator vent 3 feet(91 cm) outlet 6 inches (15 cm)for 6 inches(15 cm)for appliances< 10,000 BTUh; appliances< 10,000 BTUh; Clearance to nonmechanical air supply 12 inches(30 cm)for 9 inches(23 cm)for J inlet to building or the combustion air appliances> 10,000 BTUh appliances> 10,000 BTUh inlet to any other appliance and < 100,000 BTUh, and <50,000 BTUh, 36 inches (91 cm)for 12 inches(30 cm)for appliances> 100,000 BTUh appliances> 50,000 BTUh K Clearance to a mechanical air supply 6 feet(1.83 m) 3 feet(91 cm)above if within inlet 10 feet(3 m)horizontally Clearance above paved sidewalk or L paved driveway located on public 7 feet(2.13 m) ( property 12 inches (30 cm)to non- 12 inches(30 cm)to non- M Clearance under veranda, porch, deck, flammables OO flammables OO or balcony 24 inches(60 cm)to 24 inches(60 cm)to flammables O flammables O OO A vent shall not terminate directly above a sidewalk or paved driveway that is located between two single family dwellings and serves both dwellings. OO Permitted only if veranda, porch, deck,or balcony is fully open on a minimum of two sides beneath the floor. *For clearances not specified in ANSI Z223.1/NFPA 54 or CSA B149.1, clearances are in accordance with local installation codes and the requirements of the gas supplier. Rinnai Corporation EX17C/EX22C Manual 19 CO T TERMINATION CD y F: Clearance in Ref.A also v applies to anticipated INSIDE (� CORNER DETAIL CD snow line G N Z3 SNOW CD CD �y H y n A O 0 m rt O 7 m X n I M m B IXE K ID B CLOSED v E V PERABL J v C r- J FIXED B B J CLOSED A OP BLE © AIR SUPPLY INLET 10 VENT TERMINAL F ® AREA WHERE TERMINAL IS NOT B PERMITTTED Dimensions 22.9 in (582 mm) Li 29.9 in (760 mm) 10.1 in 257 mm 6.8 in 3.3 in 172 mm 85 mm NOTICE A full size template is provided on the cardboard packaging. DO NOT DISCARD until installation is completed. oF Rinnai Corporation EX17C!EX22C Manual 17 Gas Connection • The gas supply line shall be gas tight, sized and so • Check the gas supply pressure immediately installed as to provide a supply of a gas sufficient to upstream at a location provided by the gas meet the maximum demand of the heater without company. Supplied gas pressure must be within the loss of pressure. limits shown in the Specifications section. • A shut off valve and appliance connector valve • Refer to an approved pipe sizing chart if in doubt should be installed in the upstream of the gas line to about the size of the gas line. permit servicing. • Install the provided manual gas shut-off valve so • Flexible pipe and any appliance connector valve that it can be accessed for easy operation. Do not used for gas piping shall be types approved by conceal manual cut-off valve behind back spacer. nationally recognized agencies. • Any compound used on the threaded joint of the gas piping shall be a type which resists the action of liquefied petroleum gas(propane/LPG). Manual gas • After completion of gas pipe connections all joints shut-off valve including the heater must be checked for gas tightness by means of leak detector solution, soap and water, or an equivalent nonflammable solution, as applicable. (Since some leak test solutions, including soap and water, may cause corrosion or stress cracking,the piping shall be rinsed with water after testing, unless it has been determined that the leak test solution is non-corrosive.) Clearances to Combustibles When determining where to install the appliance Zero-See Notice the clearances to combustibles shown in the figure must be followed. Also refer to the Safety Zero Behaviors and Practices section. 2 in (50 mm) NOTICE 9 in (225 mm)are necessary from the top of the appliance to remove the filter for cleaning 2 in (50 mm) 40 in (1 m) Attach Back Covers (Sides Only) Attach back covers as shown. Engage lugs u 1 16 Rinnai Corporation EX17C/EX22C Manual 4 General Instructions y This appliance discharges a large volume of warm s air next to the floor. Any particles in the air such as Do not use substitute materials, cigarette smoke could cause discoloration in carpet. Use only parts certified with the appliance. The warm air flow could discolor nylon carpets containing dyes or vinyl surfaces. To prevent • A qualified service technician should install the discoloration of the floor covering a mat may be appliance and inspect it before use. placed under the appliance which extends about 30 inches(750 mm)in front of it. (Wood is included in • If you move, check the gas type in your new area. the shipping container that can be cut to size and The local gas authority will be able to advise on used if needed.) local regulations. • This appliance is not designed to built in. • The installation must conform with local codes or, in the absence of local codes,with the National Fuel • This appliance is only for use with the type of gas Gas Code,ANSI Z223.1/NFPA 54, or the Natural indicated on the rating plate. This appliance is not Gas and Propane Installation Code, CSA 8149.1. convertible for use with other gases unless a certified kit is used. If a conversion of the unit is • A manufactured home(USA only)or mobile home needed, conversions must be performed by a OEM installation must conform with the qualified service provider at the owner's expense. Manufactured Home Construction and Safety Standard, Title 24 CFR, Part 3280, or,when such a • Follow the Adjust Gas Pressure Settings(page standard is not applicable,the standard for 28)and confirm that the correct code is used for Manufactured Home Installations, ANSI/NCSBCS your gas type and altitude. A225.1, or the standard for Gas Equipped • This appliance must not be connected to a chimney Recreational Vehicles and Mobile Housing, GSA flue serving a separate solid-fuel burning appliance. Z240.4. • Two 1/8 in test plugs are provided for testing of • The appliance,when installed, must be electrically manifold differential pressure. They are located on grounded in accordance with local codes or, in the the modulating gas valve and on the burner absence of local codes,with the National Electrical manifold. Code,ANSI/NFPA 70, or the Canadian Electrical Code, GSA C22.1. The appliance should be correctly sized for the space it is required to heat. It is recommended that • Appliance input ratings are based on sea level an industry standard BTU Heat Loss Calculation be operation and need not be changed for operation up conducted to determine the proper sizing. to 2000 ft(610 m)elevation. For operation at elevations above 2000 ft(610 m),follow the • Follow the installations instructions and those in procedure in the section,Adjust Gas Pressure Care and Maintenance for adequate combustion Settings. and ventilation air. • The appliance and its appliance main gas valve • The flow of combustion and ventilation air shall not must be disconnected from the gas supply piping be obstructed. system during any pressure testing of that system at • Clearances to access the appliance during servicing test pressures in excess of 1/2 psi(3.5 kPa). are 2 inches(50 mm)from the sides, 40 inches(1 • The appliance must be isolated from the gas supply m)from the front, and 9 inches(225 mm)from the piping system by closing its equipment shut off valve top. during any pressure testing of the gas supply piping • Locate the heater where outdoor air does not affect system at test pressures equal to or less than 1/2 the room air thermistor. Otherwise,the sensible psi (3.5 kPa). temperature control feature will be affected. • If the flooring is carpet,tile, or other combustible material other than wood,then the appliance must NOTICE If installation is at a location above be installed on a metal or wood panel extending the 2001 ft(611 m),then follow the Adjust full width and depth of the appliance. Gas Pressure Settings section. • Rinnai suggests that a dedicated electrical circuit If installation is at or below 2000 ft with a 120V AC, 60 Hz, 10 amp power source be (610 m)then the pressure settings do used. not need to be adjusted. Rinnai Corporation EX17C I EX22C Manual 15 Owner's Operation and Installation Manual for the atSl04' EX17C (RHFE-4 34FTA) EX22C (RHFE-559FTA) ���'rl!F���® CERTIFIED << �y�"z,� Energysaver® 7/77 , 7 ��5/ Gas Direct Vent Wall Furnace 63 _o 7 11.63 Table of Contents..........................2 _. Consumer Safety Information .......3 Specifications................................4 ` Operating Instructions...................6 ' Installation Instructions ...............15 Adjust Gas Pressure Settings.....28 Consumer Support......................44 French Version............................46 A WARNING: If the information in these instructions is not followed exactly, a fire or explosion may result causing property damage, personal injury or toss of life. — Do not store or use gasoline or other flammable vapors and liquids in the vicinity of this or any other appliance. — WHAT TO DO IF YOU SMELL GAS -Do not try to light any appliance. .Do not touch any electrical switch; do not use any phone in your building. -immediately call your gas supplier from a neighbor's phone. Follow the gas supplier's instructions. -If you cannot reach your gas supplier, call the fire department. — Installation and service must be performed by a qualified installer, service agency or the gas supplier. INSTALLER: Leave this manual with the appliance. PP CONSUMER: Retain this manual for future reference. Register your product at www.rinnairegistration.com or call 1-866-RINNAll (746-6241) J01) Truss City Ply I Upper Ridge Rats West Northampton,MA IV04 Valley 2 1 0020 i Job Reference(ootion-aO Universal Forest Products` Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 Melt 4alustries,ho.Tue Jan 28 11:42 6 2014 Page 1 10:NPmnNdo MPW4wwow BZzqud7-hWKQPI3domf6u1MOv6fIFUo51U4ko56�zgrml 5-3-0 10-5-15 5-3-0 5-3-0 Scale=1:162 4x6= 2 4.00 12 5 T 1 6 R of ,ice STl s� 3 c.:/ v Q o d 7 4 8 3x4% 1.54 11 3x4 10.5-15 10.5-15 Plate Offsets(),Y): f2:0-3-0,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.74 Vert(LL) ril - n/a 999 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.49 Vert(TL) n/a - n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(fL) 0.00 3 n/a n/a. BCLL 0.0 BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight:24 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 130 ^HORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. 07 S 2x4 SPF No.2 or 2x4 SPF Stud MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=234/10-4-7 (min.0-2-1),3=234110-4-7 (min.0-2-1),4=607/10-4-7 (min.0-2-1) Max Horz 1=14(LC 8) Max Upliftl—1 6(LC 6),3=-18(LC 9),4=-8(LC 6) Max Grav 1=484(LC 14),3=484(LC 16),4=857(LC 19) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-7041160 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pill psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Gable requires continuous bottom chard bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1,3,4. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p, Qty Ply Upper Ridge Rats West NoManpton,MA V911959B V03 Valley 2 1 0019 Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Pr'vit 7.430 s Jul 25 2013 Wrek industries,Inc.Tue Jan 2811:4234 2014 Page 1 ID-NPmnNdcOMSPgJ4wwow BZzgtx7-LWmAd X0Y2QokeGM6R1EDy2?RZOBIVdo8J5Crgml3 I 8-3-0 16-5-15 8-3-0 8-3-0 Scale=125.6 46= 3 4.00 12 10 11 2x4 11 2x4 11 d, N 9 12 5 a a 3x4% 13 8 14 7 15 6 16 3x4 2x4 I I 5x6= 2x4 It 16-5-15 16-5-15 Plate Offsets(X,Y): [7:0-3-0,0-3-01 LOADING(psf? SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.54 Vert(LL) Na n/a 999 MT20 197/144 (Ground Snow=55 Lumber Increase 1.15 BC 0.38 Vert(TL) Na - ri/a 999 TCDL 10.0 0 Rep Stress Incr YES W8 0.14 Horz(TL) 0.00 5 n/a Na BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:41 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT^HORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. O' 3 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-4-7. (lb)- Max Horz I=24(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,5,8,6 Max Grav All reactions 250 lb or less at joint(s)except 1=409(LC 16),5=406(LC 20),7=690(LC 26),8=784(LC 25), 6=783(LC 27) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-603/82,2-8=-694/158,4-6=-694/158 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8,6. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end frxrty model was used in the analysis and design of this truss. LOAD CASE(S) Standard Truss Truss Type I Cly Ply Upper Rage Flats West Northarrow,MA 00181 14,7119596 V02 GABLE 2 1 Job Reference(Optional) Universal Forest Pmducts Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 Welt Industries,tic.Tue Jan 2811:4232 2014 Page 1 ID:NPmnNdcOtHSPgJ4wwow BZa4 d7-C a&04o?PIKAVbG8x4zyp8Z38elYGgCAUfCOJzgrm5 11-3-0 22-5-15 11-3-0 113-0 Scale=1352 4x4= 3 4.00 12 12 11 2x4 II 2x4 II 2 4 10 T 113 9 14 STf t v o � -o o p 3x4 15 8 16 7 17 6 18 3x4 2x4 II 5x6= 2x4 If I 22-5-15 22-5-15 Plate Offsets(X Y): f1:0-1-6,Edge),(5:04-6,Edoe],[7:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.76 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow--55.0) TCDL 10.0 Lumber Increase 1.15 BC 0.79 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:58 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BO--HORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. a S 2x4 SPF No.2 or 2x4 SPF Stud MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-5-15. (lb)- Max Horz 1=34(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5,8,6 Max Grav All reactions 250 lb or less at joints)except 1=573(LC 16),5=573(LC 20),7=503(LC 26),8=1086(LC 25), 6=1086(LC 27) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7--467114,2-8=-928/232,4-6--9281232 NOTES 1)Wind:ASCE 7-05;100mph;TCDL-5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg-55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8,6. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard cuss Truss Type Qly ply upper rage rwrs 0077 I-4p11959B Vol GABLE 2 1 Job Reference(o Anal) Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek industries,Inc.Tue Jan 2811:4230 2014 Page 1 IDNPmnNdoDfHSPgJ4wwow B72qud7-ScSOTNLXTnlcxBRtlW2VtO2B9N?R4LMAA5yRzgnn7 14-0-0 28-5-15 143-0 14-3-0 Scale=1:44.6 44= 4 4.00 12 18 17 3 5 } 15 18 9 2 S 1 6 13 20 r 1 7 a 3x4 21 12 22 11 23 10 24 9 25 8 26 3x4 5x6= 28-5-15 28-5-15 Plate Offsets(X Y)- fl 0:0-3-0 0-3-01 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.92 Vert(LL) Na - n/a 999 MT20 1971144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.65 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 7 n/a Na BCLL 0.0 Code IBC2009/TP12007 (Matrix) Weight:79 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF Not TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BO-—HORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. or S 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-5-15. (Ib)- Max Horz 1=43(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,7,11,12,9,8 Max Grav All reactions 250 lb or less at joint(s)except 1=528(LC 18),7=526(LC 24),10=722(LC 33),11=708(LC 32), 12=939(LC 31),9=706(LC 34),8=939(LC 35) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10---622/47,3-11=-045/140,2-12=-8061192,5-9=-645/140,6-8=806/192 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,11,12,9,8. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nss rUSS 1'I moge r��rea...W.... n�,,... 0016 ype Y Upper 1410119596 T02C COMMON 1 1 Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Pmt 7.430 s Jul 25 2013 WiTek trWusfnes,Inc.Tue Jan 2811:4227 2014 Page 1 IDNPmnNdcOIHSPq J4wwow_BZzqud7-21 nGdJfAsf241dILOUoFlQgKAuU ts2TODxRL6zgmIA 7-0-0 13-9-0 20-2-15 22-6-0 7-0-0 6-9-0 6-5-15 2-3-1 4x6= 4x4 Scale=1:49.8 400 12 155 16 6 14 3x4 4 3x4% 13 3x4% 3 2 V116 ao 12 4x8 1 17 10 18 9 19 8 20 7 11 4x4 11 5x6= 6x6= 4x8= 2x4 11 7-0-0 13-9-0 20-2-15 22-6-0 7-0-0 6-9-0 6-5-15 2-3-1 Plate Offsets O:): f6:0-2-0 0-1-121 [7:0-2-0 0-1-01 f8:0-2-0 0-1-81 f9:0-3-0 Edge1 [10:0-3-0,0-2-01 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.95 Vert(LL) -0.26 9-10 >999 240 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.98 Vert(TL) -0.35 9-10 >760 180 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.04 7 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.05 9-10 >999 360 Weight:116 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing, Except: B( IORD 2x4 SPF 210OF 1.8E'Except` 2-2-0 oc bracing:8-9. B2:2x4 SPF Not WEBS 1 Row at midpt 2-9,4-8,6-7 WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing WI:2x8 SP No.1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11=137510-5-8 (min.0-2-9),7=1375/0-3-8 (min.0-2-9) Max Horz 11=165(LC 8) Max Uplift!1=39(LC 6),7=91(LC 6) Max Grav11=1625(LC 12),7=1625(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-2494/286,2-12=-2383/297,2-3-1768/199,3-13—1656/207,4-13=1 577/218, 4-14_598/64,14-15=447/73,5-15=35V74,5-16=-400/88,6-16--462184,1-11_1554/224, 6-7-16421285 BOT CHORD 11-17—293/348,10-17=293/348,10-18=-478/2268,9-18-478/2268,9-19—305/1561, B-19=-305/1561 WEBS 2-10-270/116,2-9=-918/196,4-9—26/690,4-8-1566/312,5-8---440/97,6-8--255/1512, 1-10=-189/2058 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11.This connection is for uplift only and does not consider lateral forces. 7)STC24 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOP CASE(S) Standard loh R1S5 runs ype at* ply UPPef KOge r-4 ..ems,.w u—,.w..,..,.. 0015 149119598 1028 COAMutON 4 1 IJob Reference(optionaq Universal Forest Product Run;7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 rek 4�dustr�es,lnc.Tue Jan 2811;4226 2014 Pape 1 IDNPmnNdcof i4SPgJ4www-BZzqud7-arDtd?I1 PZXBSa 76ohzZYuYomYGBPOKnZCupfzgrm6 -1-3-12 7-0-0 13-9-0 20-2-15 22-6-0 1-312 7-0-0 6-9-0 6-5-15 2-31 4x6= 04 Scale=1:502 155 16 6 4.00 12 14 3x4 4 5x10% 13 3 cc W6 r: 12 48 17 t0 18 9 19 8 20 7 11 4x4 11 5x6= 5x6= 4x8= 2x4 11 7-0-0 13-9-0 20-2-15 22 6 0 7-0-0 6-9-0 6-5-15 Plate Offsets(X Y)• [2.0-2-12 0-2-01 [3.0-5-0 0-3-41 [6:0-2-0 0-1-121 [7:0-2-0 0-1-0I [8:0-2-0 0 1-8] [9:0-3-0,0-3-41,[10:0-3-0,0-2-41 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.75 Vert(LL) -0.26 9-10 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.98 Vert(TL) -0.34 9-10 >769 180 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.04 7 n/a Na BCLL 0.0 Code IBC20091TPI2007 (Matrix-M) Wind(LL) 0.04 9-10 >999 360 Weight:118 Ib FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E'Except* TOP CHORD Structural wood sheathing directly applied or 3-11.6 oc purlins, except T3:2x4 SPF No.2 end verticals. BC !ORD 2x4 SPF 2100F 1.8E-Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 SPF No.2 WEBS 1 Row at midpt 3-9,4-8,6-7 WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MTek recommends that Stabilizers and required cross bracing Wl:2x8 SP No.1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1550/0-5-8 (min.0-2-13),7=1369/0-3-8 (min.0-2-9) Max Horz 11=187(LC 8) Max Upliftl 1 91(LC 6),7=-90(LC 6) Max Grav 11=1 800(LC 13),7=1619(LC 18) FORCES (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=2455/275,3-12.2337/286,3-13=-1755/204,4-13=1565/215,4-14-597/64, 14-15---445f73,5-15-352174,5-16-398187,6-16=-461/84,2-11-17301318, 6-7=-1636/283 BOT CHORD 11-17=-017/492,10-17=317/492,10-18=-466/2222,9-18—46612222,9-19=303/1553, 8-19=-30311553 WEBS 3-10=250/121,3-9=-879/185,4-9=22/676,4-8=1557/310,5-8=-439/97,6-8=-25311505, 2-10=-149/1961 NOTES 1)Wind:ASCE 7-05;100mph;TCDL-S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL•ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp,B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11.This connection is for uplift only and does not consider lateral forces. 8)STC24 USP connectors recommended to connect truss to bearing walls due to UPLIFT at p(s)7.This connection is for uplift only and does not consider lateral forces. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at ail panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"--mi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LO.. ;ASF(S) Standard ot Truss Russ ype Ply I JUpper wage rws west rvwv,mi4sw,,,. 0014 40119598 T02A COMMON 1 Job Reference o 'onal Universal Forest Run:7.430 s Jul 25 2013 Print:7.430 5 Jul 25 2013 IuMTek Industries,Mir.Tue Jan 2811:4224 2014 Pagel ID:NPmnNdcOfHSPgJ4wwow BZzqud7-dS57DJGnUHTDG-jgGx5d7p9QaukgTdlKFjnknzgrmD 7 0 0 13-9-0 20-2-15 26 8 15 33-5-15 39-40 700 6-9-0 65-15 660 69-0 5-10-1 Scale:3/16`=1' 44= 4.00 F1 2 4 18 19 3x4� 3x4 3 5 17 20 6x8% 16 21 5x10 Zz 2 6 W6 W6 cc lor 15 22 4x8 4x10% 7 1A�1 4 Lo I Jll IN 14 23 13 24 12 25 11 26 10 27 9 L8 8 _ 5x8 4x6 5II rx8= 5x12 Wl8HS= 3x8= 5x12 MT18HS= 4x8= 7-0-0 13-9-0 20-2-15 26-8-15 33-5-15 39-4-0 7 0 0 6-9-0 6-5-15 6-6-0 6-9-0 5-10-1 Plate Offsets(XY): [1:0-4-12,0-1-12],[2:0-4-0,Edge],[6:0-5-0,0-3-0],[7:0-L-0,0-1-8],[8:Edge,0-2-12],[9:0-3-0,0-2-0],[10:0-6-0,0-3-0],[12:0-6-0,0-3-0],[13:0-3-8,0-1-8],[14:0-3-0 ,0-1:2] LOADING(psf) SPACING 2-" CS! DEFL in (loc) Well L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.93 Vert(LL) -0.4311-12 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.6411-12 >722 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(rL) 0.16 8 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.13 12 >999 360 Weight:184 lb FT=49/6 BCDL 10.0 LUMBER BRACING TOr -4ORD 2x4 DF 285OF 2.3E-Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. T4:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. BOr _rfORD 2x4 SPF 2100F 1.8E WEBS 1 Row at midpt 3-11,5-11 WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except` MiTek recommends that Stabilizers and required cross bracing W1:2x8 SP No.1,W2,W8:2x4 SPF No.2,W9:2x6 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 14=2419/0-5-8 (min.0-4-3),8=2419/0-5-4 (min.0-4-3) Max Horz 14=71(LC 8) Max Upliftl4-90(LC 6),8=-87(LC 7) Max Grav 14=2669(LC 12),8=2669(LC 19) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15--4628f746,2-15--4516f757,2-16---44701768,16-17--43601776,3-17--42721787, 3-18--3584/681,4-18-3467/691,4-19=34671691,5-19-3585/681,5-20--40921756, 20-2/=-41801746,6-21=-4290/746,6-22=-39141659,7-22=-4008/649,1-14=-25931455, 7-8-2607/449 BOT CHORD 14-23-88/401,13-23—M401,13-24---684/4305,12-24=-684/4305,12-25=-610/4133, 11-25---610/4133,11-26=-58W971,10-26=-581/3971,10-27-586/3741,9-27=-586/3741 WEBS 2-13=-6621193,2-12---403/98,3-12=0/434,3-11-1303/249,4-11-242/1572, 5-11=-1134/211,6-10-111390,6-9=953/234,11-13­6164087,7-9=-574/3752 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat.11;Exp 8;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psi(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 8. 8)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14.This connection is for uplift only and does not consider lateral forces. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVrPI 1. 10)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)'Semi-rigid pftchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LC 4SE(S) Standard minnow ob cuss toss ype Ply Upper Rage rkvs vv�rvurma„w ,nr 0013 40119598 T02 COIMAON 3 1 • Job Reference foaUonall Universal Forest Froducis Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 wek Industries,Inc.Tue Jan 2811:4222 2014 Page 1 ID NPmnNdcOfHSPgJ4wwoi BZzqud7a13zNoeFWMK11zygtZrudY igA9DJCZTIdxEgguzq-F A1--3-1 7-0-0 13-9-0 20-2-15 26 8 15 33-5-15 39.4-0 3-1 7.0-0 6-9-0 6.5-15 6 6 0 6-9-0 5-10-1 Scale-1:65.4 4x6= 4.00 12 5 3x4% 19 20 3x4 4 6 18 21 5x10% 17 22 5x10 3 7 W6 19 V W6 23 4x8 4x12% 16 8 1 2N1 4 0 Io 15 24 14 25 13 12 27 11 10 9 46 11 5x8= 6x8= 3x8= 5x12 MT18HS= 4x8= 5x6 7 0 0 13-9-0 33-5-15 26 8-15 33-5-15 39x1-0 7 0 0 6-9-0 6-5-15 6-9-0 5-10-1 Plate Offsets(X,Y): [2:0-6-0,0-1-12],[3:0-4-12,0-3-0],[7:0-5-0,0-3-0],[8:0-4-0,0-1-8],[9:Edge,0-2-12],[10:0-3-0,0-2-01,[11:0-6-0,0-3-0],[13:0-4-0,Edge],[14:0-3-8,0-1-12], 115'0-3-0 0 0 141 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.85 Vert(LL) -0.4312-13 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.85 Vert(TL) -0.6512-13 >713 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 Code IBC2009lrP12007 (Matrix-M) Wind(LL) 0.13 13 >999 360 Weight:184 lb FT=49/6 BCDL 10.0 LUMBER BRACING TO`' -HORD 2x4 DF 2850F 2.3E-Excepr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T1,T3:2x4 SPF 2100F 1.8E end verticals. B0. -HORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS 1 Row at midpt 4-12,6-12 W7:2x8 SP No.1,W2,W8:2x4 SPF No.2,W9:2x6 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=259210-5-8 (min.0-4-7),9=2416/0-5-4 (min.0-4-3) Max Horz 15=93(LC 8) Max Upliftl5=142(LC 6),9=-87(LC 7) Max Grav 15=2842(LC 13),9=2666(LC 20) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16.-4592f728,3-16_4471/748,3-17—4453/771,17-18=-4343/771,4-18=-4254!782, 4-19-3576/678,5-19=-3458/689,5-20=-3458/689,6-20=357&679,6-21-4084754, 21-22--4172/744,7-22=-4282/743,7-23-3908/657,8-23=-4003/647,2-15-2765t548, 8-9-26041448 BOT CHORD 15-24-100/541,14-24=1 00/541,14-25=-670/4256,13-25=-670/4256,13-26=-60614120, 12-26-606/4120,12-27-579/3964,11-27=-579/3964,11-28=-585/3736,10-28=585/3736 WEBS 3-14---6451185,3-13-362/123,4-13--0/416,4-12-1297/248,5-12=-242/1569, 6-12=-1160/212,74 1-1 1rJN,7-10-9511234,2-14=-577/3990,8-10-573/3746 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h-24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces 1£MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 9. 9)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at A(s)15.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 111--is truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Chord and Bottom Chord,concurrent with live and dead loads. 12, .emi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 tiSS russ l� � rry uµ+c COMMON 32 1 40119596 TOt Job Reference o nal 7.430 s Jul 25 2013 P of 7.��J a TE � O UBdVI 8 11:42212014 67beU77SZggrmG Universal Forest V.WLK s ID, PmnNdcWSPgJ4 LOAD CASE(S) 20)8th Moving Load:Lumber Increase=125,Plate Increase=1.25 I Iniform Loads(plf) Vert:1-2-105,2-5-119,5-8-165,9-13=20 centrated Loads(Ib) Vert:8­250 21)9th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:11-2=105,2-5=-119,5-8--165,9-113=20 Concentrated Loads(lb) Vert:3­250 22)10th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=105,2-5-119,5-8--165,9-13-20 Concentrated Loads(lb) Vert:4­250 23)11th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=-1 05,2-5=1 19,5-8--165,9-13=-20 Concentrated Loads(lb) Vert:5-250 24)12th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pig Vert:1-2-105,2-5=-119,5-8=-165,9-13=-20 Concentrated Loads(Ib) Vert:6­250 25)13th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-105,2-5=1 19,5-8--165,9-13=20 Concentrated Loads(lb) Vert:7-250 26)14th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5=119,5-a-165,9-13-20 Concentrated Loads(lb) Vert:22=-250 27)15th Moving Load:Lumber Increase--1.25,Plate Increase--l.25 Uniform Loads(plf) Vert:1-2-105,2-5=-119,5-8--165,9-13-20 Concentrated Loads(lb) Vert:23-250 28 Moving Load:Lumber Increase=1.25,Plate Increase--l.25 .Morn Loads(plf) Vert:1-2-105.2-5-119,5-8­165,9-13=20 Concentrated Loads(lb) Vert:24-250 29)17th Moving Load:Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(plf) •Vert:1-2=1 05,2-5=-119,5-8-165,9-13=-20 Concentrated Loads(lb) Vert:25=250 30)18th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=-105,2-5=-119,5-8-165,9-13=20 Concentrated Loads(Ib) Vert:113=250 31)19th Moving Load:Lumber Increase--1 25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-105,2-5-119,5-8=-165,9-13=-20 Concentrated Loads(lb) Vert:112=250 32)20th Moving Load:Lumber Increase=125,Plate Increase=1.25 Uniform Loads(pif) Vert-1-2=105,2-5=-119,5-8--165,9-13=20 Concentrated Loads(lb) Vert:11=-250 33)21 st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5=119,5-8­165,9-13=20 Concentrated Loads(lb) Vert:10=250 34)22nd Moving Load:Lumber Increase--1 25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-105,2-5=-1 19,5-8--165,9-13=20 Concentrated Loads(lb) Vert:9­250 n155 NSS ype MY ny u{ry�,,,.yo._.•-........._._. _. 0012 aatts5s6 tot CoMUtow � t JobReference o 'oral Universal Forest Products Run:7.430 s Ju125 20t3 Pr'vd:7"430 s���Eu�1Mu p 8?7N0?UJBdVU T6a7beHU77Szgr�mG IDNPmnfVdcOfFiSPgJ4wwow_BZzq LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 "arm Loads(plf) Vert:1-2=1 05,2-5=1 19.5-8165,9-13=20 2)L, ud+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=105,2-18119,5-16=169,5-8105,9-13=20 3)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2--45,2-5=-59,5-19-220,B-19-165,9-13=20 4)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=20,2-5=34,5-8-20,9-13=-40 5)Dead+0.6 C-C Wind(POS.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2--57,2-5=18,5-8--32,9-13-10 Horz:1-2---67,2-5=-42,5-842 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-5=15,5-8=9,9-13=10 Horz:1-2=24,2-5=9,5-8=19 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2--4,2-5,5,5-81,9-13=-10 Horz:1-2=14,2-5=19,5-8=9 8)Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Load's(plf) Vert:1-2--32,2-5--3,5-8=7,9-13=-10 Horz:1-2=-42,2-5=27,5-8=17 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-5=-7,5-8=17,9-13=10 Horz:1-2=11,2-5=1 7,5-8=27 10)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-5=3,5-8=7,9-13-10 Horz:1-2--42,2-5=-27,5-8=17 11)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=l"60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-5=7,5-8=17,9-13=10 Horz:1-2=11,2-5--17,5-8=27 12, A+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=11 89,2-5-34,5-8=-80,9-113=20 13)1st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=1 05,2-5-119,5-8165,9-13=20 Concentrated Loads(lb) Vert:2-250 14)2nd Moving Load:Lumber Increase=1"25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=1 05,2-5=1 19,5-8165,9-13=20 Concentrated Loads(lb) Vert:14=250 15)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-1 05,2-5=-119,5-8165,9-13=20 Concentrated Loads(lb) Vert:15=250 16)4th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-1 05,2-5=-1 19,5-8165,9-13=20 Concentrated Loads(lb) Vert:17=-250 17)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5=119,5-8165,9-13=20 Concentrated Loads(lb) Vert:18250 18)6th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=4 05,2-5=11 19,5-8165,9-13=20 Concentrated Loads(lb) Vert:20=250 19)7th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5-1119,5-8---165,9-13=-20 ncentrated Loads(lb) Vert:21-250 Continued on page 3 ob cuss nlss ype Y Upper ROW rats west m mw,wy 0012 40119596 T01 COIGN 1 ,lob Reference(optional) Universal Forest Products -- Run:7.430 s Jul 25 2013 Print 7.430 s Jul Z5lpi3 IN i etc inausvies,fIC 1 ue J8n 28 11.4220 2014 rage, IDNPmnNdcOf}�SPgJ4wwow Blsqud7lhraNyDGgjnikfgyRQs9THeSILVIkMPdlabOzgrmH -2-10-8 6-2-4 12-3-0 18-0 0 23-9-0 29 10-0 36 0-0 2-10-8 6-2-4 6-0-12 5-90 5-9-0 61-0 6-20 4x6= Scale=1:69.1 5 6.00 F1 2 17 18 3x4 i 3x4 6 164 19 8x12 i 15 20 5x12 Wr18HS-- 3 7 W 21 14 5x6 II 64 11 yrg g 2 0 1 Iu N 13 22 12 23 11 24 10 25 9 5x12 MT18HS= 5x8= 6x8= 5x8= 4x8= 9-0-0 18-0-0 27-0-0 36-0-0 9-0-0 9-0-0 9-0-0 9-0-0 Plate Offsets MY): [2:0-3-0,0-2 t2] [5 0 2 12 0 1 121 f7:0-6-0,0-3-01,[9:0-3-4,0-2-01,[10:0-4-0.0-3-01,[11:0-3-12,0-3-41,[12:0-4 0 0-3-41 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.98 Vert(LL) -0.5211-12 >826 240 MT20 1971144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.7011-12 >606 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.0610-11 >999 360 Weight:196 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 DF 2850F 2.3E,T1:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Bl tORD 2x4 SPF 2100F 1.8E"Except" WEBS 1 Row at midpt 6-11,4-11,4-12 B2:2x4 DF 2850F 2.3E 2 Rows at 1/3 pts 3-13,7-9 WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MTek recommends that Stabilizers and required cross bracing W1,W9:2x6 SPF No.2,W2,W8:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 13=3008/0-5-8 (min.0-5-2),9=306410-5-8 (min.0-5-3) Max Horz 13=154(LC 8) Max Grav 13=3258(LC 13),9=3314(LC 20) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/263,2-14-3661118,3-15=3397/351,15-16--3205/379,4-16—3039/386, 4-17-2980/394,5-17-27821450,5-18=2782(435,6-18=3050/422,6-19=-3364/468, 19-20-3549/454,7-20=-3790145418-21---474f75,2-13=-969/286,B-9-7561115 BOT CHORD 13-22=170/2723,12-22—170/2723,12-23=141/2892,11-23=-141/2892,11-24=-209/3119, 10-24=209/3119,10-25—291/3132,9-25-291/3132 WEBS 5-11—251 11762,6-11=-1280/265,6-10=-29/332,4-11-838/146,3-12=0/397, 3-13=-3638/208,7-9—4015/373 NOTES 1)Wind:ASCE 7-05;1oomph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)C-C wind load user defined. 3)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 1 t)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L( 'ASE(S) Continued on page 2 n1SS rUSS ype wry r,r u ,.,,.. __.�_._ (x)l I 30119596 M11 Monupltch s 1 IJob Reference(optional) Jniversal Forest Products - — — Run:7.430 s Jul 25 2013 Pnnt 7.430 s Jul 25 2013 iut i eK uwusines,erc +ue.ran ca 11:42:18 2014 Page, ID:NPmnNdcO04SPgJ4wwow_BZzqud7-plksyOM15XJVLWaK?ghOsZBVY)SGzYBYJGTX7zgm>J 3-8-0 3-6-0 Scale=19.5 2 4x4 11 4.00 F1 2 4 T1 W1 1 81 3x4= 5 Connection to building by E.011. (Refer to Final Construction Plans) 2x4 II 1 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl t!d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.64 Vert(LL) -0.02 1 n/r 180 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.03 1 n/r 120 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 Na Na BCLL 0.0 Code IBC20091TP12007 (Matrix) Weight:10 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEr 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=617/Mechanical,2---O/Mechanical Max Horz 3=1663(LC 15),2=1663(LC 15) Max Uplift3=82(LC 6) Max Grav3=867(LC 13) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4---426/1754,2-4--421/1825,2-3-837/206 BOT CHORD 1-5-1663/429,3-5=1663/429 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide metal plate or equivalent at bearing(s)2 to support reaction shown. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 3. 10)This truss is designed in accordance with the 2009 International Buildng Code section 2306.1 and referenced standard ANSUTPI 1. 11)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2,185,1-3=20 ruw russ YPe 2y �,� nnN 40119598 M1 OA MI7NOPfTCFi Job Reference o Universal Forest Products IDNPm NdcOfHSPq�J4wwow�BZzqud7wXUL6vv88V�Et0u Do 9lkD0OUlarZHK8.Z1hlFOMzgq LOAD CASE(S) Standard 2)10th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 "onn Loads(plf) Vert:4-6-20 . ,ncentrated Loads(lb) Vert:4-250 Trapezoidal Loads(plf) Vert:11-129-to-3=160 Irry .tom—, .,,o„.........--. - .� FUSS NSS y�40119598 M10A NIONOP(TCFt Job Reference al Universal Forest Praducts , nN 5 2013 Print 7A30 s�w�L6v8VEt0u0kDo591kD000lo Z K8 Zi hIF0 Mzzq QrmN ID:NPmnNdcOfFiSPgJ4wwoML�4 LOAD cASE(S) Standard ?)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 I' "" rrn Loads(plf) Vert:4-6--20 l.—,,ezoidal Loads(plf) Vert:1=129-to-10=-140,10=153-to-3=173 3)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(A Vert:4-6-20 Trapezoidal Loads(A Vert:1=-69-to-3=101 12)Dead+Snow on Overhangs:Lumber Increase=0.90,Plate Increase=0.90 PR.metal=0.90 Uniform Loads(plf) Vert:4-6-20 Trapezoidal Loads(plf) Vert:1--44-to-3-75 13)1 st Moving Load:Lumber Increase=1.25,Plate Inc rease=1.25 Uniform Loads(plf) Vert:4-6-20 Concentrated Loads(ib) Vert:1=250 Trapezoidal Loads(plf) Vert:1=129-to-3-160 14)2nd Moving Load:Lumber Increase=1.25,Plate In crease=1.25 Uniform Loads(plf) Vert:4-6-20 Concentrated Loads(lb) Vert:9=-250 Trapezoidal Loads(plf) Vert:1-129-to3=160 15)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:4-6=-20 Concentrated Loads(lb) Vert:11=250 Trapezoidal Loads(plf) Vert:1=129-to-3=160 16)4th Moving Load:Lumber Increase=1.25,Plate In crease=1.25 Uniform Loads(plf) Vert:4-6-20 °l;ntrated Loads(lb) Vert:3=250 Trapezoidal Loads(plf) Vert:1=129-to-3=160 17)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:4-6=-20 Concentrated Loads(lb) Vert:2=-250 Trapezoidal Loads(plf) Vert:1=129-to-3=160 18)6th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:4-6=20 Concentrated Loads(lb) Vert:12=-250 Trapezoidal Loads(plf) Vert:1=129-to-3=-160 19)7th Moving Load:Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:4-6--20 Concentrated Loads(lb) Vert:13=250 Trapezoidal Loads(plf) Vert:1=129-to-3=160 20)8th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:4-6=20 Concentrated Loads(lb) Vert:6-250 Trapezoidal Loads(plf) Vert:1=129-to-3=160 21)9th Moving Load:Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:4-6 20 Concentrated Loads(lb) Vert:5-250 T -ezoidal Loads(plf) Vert:1=129-to-3=160 Continued on page 3 ]�MlOA uss runs ype Qty Fly upper n�age rwu..o„,. ._.,_.., 0010 40119598 MONOPUCH 2 1 Job Reference o lonal Jniversal Forest R oducts Run:7.430 s Jul 25 2013 PrinC 7.430 s Jul 25 2013 L1Tek Indusbies,Inc.Tue Jan 2811:42:14 2014 Page 1 IDNPmnNdcOfHSPgJ4wwow_BZzqud7-wXUL6v8VEt0uOkDo591kMUkKZHKS?Z1 hlFOMzgrmN 1-1-4 5-9-12 1-1-4 4-8$ 44 z Scale=1:14.0 3 3.00 F1 2 it 10 154 11 Ti BL1 3x6 11 2 M13 cv Ell 9 1 2x4= 8 1 ao 81 ° Ledger detail T.B.D. 6 12 1s (Refer to Final ConstrucAnPlans) 5 1.5x3 11 I Plate Offsets 1:0-2-5,0-1-121 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.82 Vert(LL) -0.05 4-5 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.07 4-5 >799 180 TCDL 10.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 8 n/a Na BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 4-5 >999 360 Weight:17 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, except BOT r'HORD 2x4 SPF No.2 end verticals. Wr 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. W1:2x6 SPF No.2 [te Tek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 i nstalled during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 5=51710-5-4 (min.0-1-8),8--328/0-3-0 (min.0-1-8) Max Horz 5=34(LC 6) Max Uplift5=33(LC 6),8=18(LC 6) Max Grav 5=815(LC 13),8--561(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=360/14,10-11-287/17.4-7=0/304,3-7=0/304 WEBS 2-5=-817/216 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opst;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psi(ground snow);Pf=42.3 psi(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 5 and 18 lb uplift at joint 8. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)Load case(s)1,2,3,12,13,14,15,16,17,18,19,20,21,22 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:4-6=-20 Trapezoidal Loads(plf) Vert:1=129-to-3-160 Continued on page 2 XW 0 NSS NSS ���Ruw �rJW 0009 40119598 M10 MONOPffCFI 1 .lob Reference O �� �Products 5 2013 Pr eit 7.430 s Jul 25 2p131yiTek IndusVies.Inc.Tue Jan 2811:42:11 2014 Page 3 IDNPmnNdcOfHSPgJ4wurow_BZzqud7-WYPCLt6dxf�eJ9'UDPiC1bNm elW87hg6Ll3bnlzgrm0 LOAD CASE(S) Standard Trapezoidal Loads(pIQ Vert:1=129-to-4=216 2: 1 Moving Load:Lumber Increase=1.25,Plate Increase=1.25 .form Loads(PH) Vert:5-8-20 Concentrated Loads(Ib) Vert:16=250 Trapezoidal Loads(plf) Vert:1,129-to-4=216 23)11th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(Ib) Vert:8-250 Trapezoidal Loads(plf) Vert:1=-129-to-4—216 24)12th Moving Load:Lumber Increase--l.25,Plate Increase=1.25 Uniform Loads(pit) Vert:5-8-20 Concentrated Loads(Ib) Vert:7=-250 Trapezoidal Loads(plf) Vert:1=129-to-4=-216 25)13th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8--20 Concentrated Loads(lb) Vert:6-250 Trapezoidal Loads(plf) Vert:1=-129-to-4=-216 26)14th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:5-8=-20 Concentrated Loads(Ib) Vert:5-250 Trapezoidal Loads(pIf) Vert:1=129-to-4—216 n1SS NSS ype %Ry ,,Y „r,,,...-_--..� - uuva 10119596 Mto MOt4 :: 9 1 Job Reference(optional) Jniversal Forest Psoduds Run.7.430 s Jul 25 2013 Pnrrt 7.430 s Jul 25 2013 A Srek hedustr+es,Inc rue Jan 28 11 42 11 2014 Page 2 IDNPmnNdcOffiSPgJ4wwow_BZzqud7-WypCUt6dxyeJ9GUDP1C1bNm eJM7hg6L43bn1zgrmQ .DAD CASE(S) Standard Trapezoidal Loads(plf) Vert:1=129-to-4-216 ?)( r Snow(Unbal.Lett):Lumber Increase=1.15,Plate Increase=1.15 Ut orm Loads(plf) Vert:5-8-20 Trapezoidal Loads(plf) Vert:1-129-to-12=161,12-182-to-4=236 3)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:5-8=20 Trapezoidal Loads(plf) Vert:1-69-to-4=157 12)Dead+Snow on Overhangs:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:5-8-20 Trapezoidal Loads(plf) Vert:1=44-to-4=-131 13)1 st Moving Load:Lumber Increase-1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(Ib) Vert:1-250 Trapezoidal Loads(plf) Vert:1=-129-to-4-216 14)2nd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(lb) Vert:11—250 Trapezoidal Loads(plf) Vert:1-129-to-4---216 15)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(Ib) Vert:12=250 Trapezoidal Loads(plf) Vert:1=129-to-4-216 16)4th Moving Load:Lumber Increase=1.25,Plate Increase=125 mn Loads(pit) Vert:5-8-20 Concentrated Loads(lb) Vert:13-250 Trapezoidal Loads(plf) Vert:1-129-to-4—216 17)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8--20 Concentrated Loads(lb) Vert:4-250 Trapezoidal Loads(plf) Vert:1-129-to-4=-216 18)61h Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(lb) Vert:2=-250 Trapezoidal Loads(plf) Vert:1-129-to-4-216 19)7th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 Concentrated Loads(lb) Vert:3-250 Trapezoidal Loads(plf) Vert:1-129-to-4=216 20)8th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8=-20 Concentrated Loads(Ib) Vert:14=-250 Trapezoidal Loads(plf) Vert:1-129-to-4=216 21)9th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:5-8-20 ;entrated Loads(lb) Vert:15-250 Continued on page 3 Truss russ ype T 119598 M10 MONOPfTCH Ir, 1 Job Reference(optional) Jniversal Forest Products Run.7.430 s Jul 25 2013 Print 7.430 s Ju125 2013 biTek krdusV"krc Tue Jan 28 11.42:112014 Pape 1 ID3JPmnNdcOltiSPgJ4wwow BZzqud7-WypCU&IxyeJ9GUDPlC1bNrr efW87hg6Li3bnlzgrmQ 1-1 4 541{1 8-9-12 t-1 4 3-1 x12 3-9-12 5X6 Scale=1:19.4 4 3.00 FIT 13 3x4 3 12 T1 BL1 0 W6 as 4x4 3x6 11 11 2 t W4 M 2x4= Wt 10 � B1 Io hedger detail T.B.D. 8 14 t5 6 (Refer to Final Con&kiclion Plans) 44= 7 1.5x3 II 5-0-0 B-9-12 111144 1 3-9-12 Plate Offsets X 1:0 3 4 0 1-8 4:0-2-120-3-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.75 Vert(LL) -0.07 6-7 >999 240 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.09 6-7 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 10 n/a n/a BCLL 0.0 Code IBC20091TPI2007 (Matrix) Wind(LL) 0.01 6 >999 360 Weight:35 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except BO' -'CORD 2x4 SPF No.2 end verticals. WI 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Wl:2x6 SPF No.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=84210-5-4 (min.0-1-12),10=724/0-3-0 (min.0-1-8) Max Horz7=54(LC 6) Max Uplift7=-40(LC 6),10=31(LC 6) Max Grav 7=1 121(LC 13),10=964(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12-1406/120,3-12-1328/125,3-13—328/4,5-9=-63/686,4-9=-63/686 BOT CHORD 6-1115­`185/1301,5-16=18&1301 WEBS 2-7=-1108/186,2-6--8211317,3-5-1254/174 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed-,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;01=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 7 and 31 lb uplift at joint 10. 8)This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)Load case(s)1,2,3,12,13,14,15,16,17,18,19,20,21,22,23 24,25,26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with five and dead loads. 11)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:5-8-20 Continued on page 2 hiss cuss ype wry "y o.. _. uwo a11s598 J0?A JACK-CLOSED 44 I 1 I Reference(opfional) Aersal Forest PFOducrS rum;7.490 5 x0125 2073 F'MC 1-S...O 2013 M 1 en utiusbies, 2014 Page I ID-NPmnNdcofl4SPgJ4wwow BZzqud7-a7hS3B5MPKObwzKrlcAZWyhfkwrLft_tPaUi9zgrmS 0 10 8 1-10-10 5-" o-10 8 1-1 o-10 3-1-6 Scale=1225 4 3x4 1 6.00 F1 2 10 1.5X3 II 9 3 T1 i 3x4 II 6 W3I } 2 I 1 W2 I W1 tai Li 81 7 11 12 5 2x4 11 6 3x4 11 1.5x3 1} I Plate Offsets X 5:E a 0-3-8 1.[7:0-2-0,0-1-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.64 Vert(LL) 0.03 5-6 >999 240 MT20 1971144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.59 Vert(TL) 0.03 5-6 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 5 Na Na BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) -0.00 5-6 >999 360 Weight:21 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT 'ORD 2x4 SPF No.2 end verticals. WE 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabil"�zers and required cros�bing binstalled during truss erection,in accordance with S Installation aulde. REACTIONS (lb/size) 5=-41/Mechanical,6=65310-5-4 (min.0-1-10) Max Horz 6=84(LC 8) Max Uplift5=108(LC 12),6=69(LC 8) Max Grav5=291(LC 22),6=1050(LC 13) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-335187 WEBS 3-0=-680/200 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and G-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;11 55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 5 and 69 lb uplift at joint 6. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o� russ runs Irly upper.,,�._•_..a...r_._.r_..,---- 0007 40119596 J02 JACK-CI.OSF17 20 1 Job Reference(optionaq universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 fATek Industries,frxz Tue Jan 2811.42:06 2014 Page 1 IDNPmnNdcofHSPgJ4wwow BZzqud7-9 ?KR92U7PO03VcGdUcstiPWlp)SYZNBRMg6gzgr[nV -0-10-8 5-" 0-10-8 5-0-0 Scale=122-5 3 4x4 I I 6.00 12 6 Ti i I 4X4 11i 2 1 w1 B1 7 4 5 3x4 11 3x4 II Plate Offsets(X,Y): [2:0-2-0,0-1-121,f3•Edge 0-3-81 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.82 Vert(LL) -0.09 4-5 >636 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.59 Vert(TL) -0.12 4-5 >474 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Cade IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 4-5 >999 360 Weight:181b FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins, except BOT"HORD 2x4 SPF No.2 end verticals. W 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=41210-5-8 (min.0-1-8),4=2821Mechanical Max Horz 5=84(LC 8) Max Uplifts=14(LC 8),4=-49(LC 8) Max Grav5=662(LC 13),4=532(LC 15) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5--629/130,3-4--471/151 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and G-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf-42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 4. 9)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at A(s)5.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard runs Truss Type _ 40119598 J01A IJackCbsed (4 I 1I r wool Job Reference(optional) Jniversal Forest Products Run:7.430 s Jul 25 2013 Pant 7.430 s Ad 25 2013 Wok kxkalries,Inc.Tue Jan 28 11:42D4 2014 Page 1 ID:NPrnnNdcomPgJ4wwow__BZzqud7-DctaOUIEbom1pl3StV3aOpv_oKv8K_cL4k8g1xzgrmx -o-10-8 2-10.15 0-10-8 2-10-15 Scale=1:17.5 4 4x4 II 6.00 Fiff 1.5x3 II 10 3 9 8 3x4 11 Tl 2 W3 1 W2 W1 B1 7 11 12 5 2x4 11 6 1.5x3 11 4x4 11 I Plate Offsets(Y Y)- (5:Edge 0 3-81 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.69 Vert(LL) 0.00 5-6 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.58 Vert(TL) 0.00 5-6 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 5 n/a Na BCLL 0.0 Code IBC2009frPi2007 (Matrix) Wind(LL) -0.00 6 >999 360 Weight:14 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. W 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=443/Mechanical,6=877/0-5-8 (min.0-2-9) Max Horz 6=56(LC 8) Max Uplift5-946(LC 13),6=114(LC 8) Max Grav 5=28(LC 8),6=1629(LC 13) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5-74/386 WEBS 3-6=-800/178 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psi(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 946 lb uplift at joint 5. 9)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 11)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard iE russ Truss type _ 30119598 J01 JACK-CLOSED 4 1 VVVJI �' I 1J..ob Reference(op8onaq Nversal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Ad 25 2013 Wek 4dusinm tnc.Tue Jan 2811.42:03 2014 Page 1 ID•NPmnNdcOfHSPgJ4wwow_B7iqud7-IPFBo80bgUeSC2 thxL39HhRjNVwFBgxVU7AWzgrrnY A:11 O 8 2-10-15 0-10 8 2-10-15 Scale=1:17.5 3 2x4 II 6.00 12 6 2x4 11 T1 Gi 2 W2 1 W1 B 4 5 2x4 `I 2x4 II LOADING(psf) SPACING 2-0-0 CSI DER in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.32 Vert(LL) -0.02 4-5 >999 240 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.28 Vert(TL) -0.02 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.00 4-5 >999 360 Weight:12 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEPQ 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=29110-5-8 (min.0-1-8),4=143/Mechanical Max Horz 5=56(LC 8) Max Uplifts=14(LC 8),4=-36(LC 8) Max Grav 5--541(LC 17),4=393(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=517/92,3-4=364/90 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL•ASCE 7-05;Pg=55.0 psi(ground snow);Pf-42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 4. 9)STC26 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 11)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with rive and dead loads. 12)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I n1S5 �Zyp�e Fy r,� vp. ..w119596 G01GE 2 Job Reference o al lniversal Forest Products Run:P Tin s Jul 26 2013 Print vA-B s Ju125 2013 ole_Industries, hBGMDDh4ln229e2Ae3Qczgrma IDNPmnNdc01FISPq,l4wwow_g72Qud7-p1 CROS_LltOkykjlgx0 AAD CASE(S) Standard 16)25th Moving Load:Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5-119,5-8-165,9-15=-20 ,entrated Loads(Ib) Vert:10=250 58=-2550 59-262(F)60=-262(F)61=262(F)62=262(F)63=21(F)64-21(F)65=-21(F)66=21(F)67=21(F)68=21(�69=262(F)70—262( 71=262(F)72=262(F)73=-255(F) 37)26th Moving Load:Lumber Increase=125,Plate Increase--11.25 Uniform Loads(plf) Vert:1-2=1 05,2-5=-119,5-8--165,9-15=20 Concentrated Loads(lb) Vert:9-250 58--255(F)59=262(17)60-262(F)61=262(F)62=-2620 63=-21(F)64=21(F)65=-21(F)66-21(F)67=21(F)68=-21(F)69=262(F)70=262( 71=262(F)72-262(F)73-255(F) :119 NSS � ULY nr vPPe,rwFlo..a.-...o......... r 0004 598 G01GE GABLE 2 2 Job Reference o ' mal Universal Forest Products Run:t-,nn s Jul H 2013 wwc w-B s Jul 25 C OS LROkykJlgxOhBGMDDh411n29e 7Ae34QcPzgrma ID:NPmnNdcOfliSPgJ4wwow_BZi4 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-105,2-5-119,5-8-165,9-15--20 ;entrated Loads(lb) Vert:6=250 58=-255(F)59-262(F)60=262(17)61=262(F)62=-262(F)63-21(F)64=-21(F)65=-21(F)66=21(F)67=21(F)68=-21(F)69-2 62(17)70=262 71=262(F)72-262(F)73=255(17) 24)13th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=105,2-5-119,5-8-165,9-15=20 Concentrated Loads(lb) Vert:7-250 58=255(F)59-262(F)60=262(17)61=-262(F)62=262(F)63=-21(F)64=-21(F)65=-21(F)66=-21(F)67=-21(F)68=-21(F)69--262(F)70=262(F) 71=262(F)72-262(F)73=255(F) 25)14th Moving Load:Lumber Increase=1.25,Plate Inc rease=1.25 Uniform Loads(plf) Vert:1-2=-105,2-5=-119,5-8--165,9-15=20 Concentrated Loads(Ib) Vert:58--505(F=-255)59-262(F)60=-262(F)61=262(17)62=262(17)63=-21(F)64-21(F)65=-21(F)66=-21(F)67-21(F)68=-21(F)69-262(F)70=-262 71=262(F)72-262(F)73-255(F) 26)15th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-105,2-5-119,5-8=165,9-15=20 Concentrated Loads(lb) Vert:58=255(F)59=262(F)60-262 61=512(F=262)62-262(17)63=-21(F)64-21(F)65=-21(F)66=-21(F)67=-21(F)68-21(F)69=262(17)70=-262 71=262(F)72-262(F)73=255(F) 27)16th Moving Load:Lumber Increase=1.25,Plate Inc rease=1.25 Uniform Loads(plf) Vert:1-2-105,2-5=-119,5-8--165,9-15=20 Concentrated Loads(lb) Vert:58--255(F)59=-262(F)60--262(F)61=262(F)62=-262(F)63=-21(F)64=-271(F=-21)65=-21(F)66=-21(F)67=21(F)68-21(F)69=-262(F)70=-262(F) 71=262(F)72-262(9 73-255(F) 28)17th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-105,2-5-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:58=-255(F)59=-262(F)60=-262(F)61=262(17)62=262(17)63=-21(F)64--21(F)65=21(F)66=-21(F)67=271(F=-21)68=-21(F)69=-262(F)70-262(F) 71=-262(F)72=262(F)73--255(F) 29)18th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=105,2-5-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:58--255(F)59--262(F)60--262(F)61=262(17)62=262(F)63=-21(F)64-21(F)65-21(F)66-21(F)67=21(F)68=-21(F)69=262(17)70=512(F-262) 71=262(F)72-262(F)73--255(F) 30) .�di Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5=-119,5-8--165,9-15=20 Concentrated Loads(lb) Vert:58--255(F)59=-262(F)60-262(F)61=262(17)62=-262(F)63=-21(F)64=-21(F)65=-21(6 66-21(F)67=-21(F)68=-21(F)69=-262(F)70=-262(F)71=-262( 72-262(F)73--505(F-255) 31)20th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 11-2=1 05,2-5=-119,5-8--165,9-15=20 Concentrated Loads(Ib) Vert:15=250 58-255(l")59=262(F)60-262(F)61=-262(F)62=-262(F)63=21(F)64=21(F)65=-21(F)66=-21(F)67=-21 68-121(F)69--262(F)70-262(F)71=262(17)72=-262(F)73-255(17) 32)21 st Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=105,2-5-119,5-8--165,9-15--20 Concentrated Loads(lb) Vert:14-250 58-255(1`)59=-262(F)60--262(F)61=262(F)62=-262(F)63=21(F)64=-21(F)65=-21(F)66=-21(F)67=-21( 68=-21(F)69-262(F)70=-262(F)71=262(F)72=-262(F)73=255(17) 33)22nd Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5=-119,5-8=165,9-15=20 Concentrated Loads(lb) Vert:13=-250 58=255(17)59-262(F)60=262(1`)61=262(F)62-262(F)63=-21(F)64=-21(F)65=21(F)66=21(F)67=21( %-21(F)69--262(F)70-262(F)71=262(F)72=-262(F)73=255(17) 34)23rd Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:12-250 58-255(f)59--262(F)60-262(F)61=-262(F)62=-262(F)63=21(F)64=-21(F)65=21(F)66-21(F)67=-21 68-21(F)69-262(F)70--262(F)71=262(17)72=262(F)73-255(F) 35)24th Moving Load:Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=105,2-5--119,5-8--165,9-15-20 Concentrated Loads(lb) Vert:11=250 58=-255(17)59=-262(F)60=-262(F)61=262(17)62=262(17)63=-21(F)64-21(F)65=-21(F)66=-21(F)67=21( 68-21(F)69=-262(F)70=262(17)71=262(F)72=262(17)73=255(F) Continued on page 5 � russ cuss ype y - 10119596 G01GE GABLE I2` I 2 blob Reference(optional) w�l Nversal Forest Products Run.7.430 5 Jul 25 2013 Pmt 7.430 5 JW 252013 MTek IndusfiPS,!nc Tue Jan 28 11,42-0120'4 Page 3 ID NPmnNdcOfHSPg34wwow_BZzqud7-p1 CROS_LltOkAliVOhBGMDDh41n29e2Ae3Qczgnna AAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=1,2-5-7,5-8=17,9-15=-10 Horz:1-2=1 1,2-5=-17,5-8=27 --entrated Loads(lb) Vert:58=97(F)59=59(F)60=59(F)61=59(F)62--59(F)63--46(F)64=460 65=46(F)66--46(F)67=46(F)68=46(F)69=59(F)70=59(F)71=59(F)72=59(F)73=97(F) 11)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-189,2-5-34,5-8=80,9-15=20 Concentrated Loads(lb) Vert:58=-68(F)59--53(F)60-53(F)61--53(F)62=53(F)63=-4(F)64=4(F)65=-4(F)66=-4(F)67--4(F)68--4(F)69=53(F)70-53(F)71=53(F)72=53(F)73=-68(F) 12)1st Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(ptf) Vert:1-2-105,2-5-119,5-8--165,9-15-20 Concentrated Loads(Ib) Vert:2=-250 58--255(F)59--262(F)60--262(F)61=-262(F)62-262(F)63=-21(F)64--21(F)65=-21(F)66=-21(F)67-21(F)68=-21(F)69=-262(F)70-262(F) 71-262(F)72--262(F)73--255(F) 13)2nd Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2-105,2-5-119,5-8=165,9-15-20 Concentrated Loads(Ib) Vert:50-250 58--255(F)59=262(F)60-262(F)61=-262(F)62= �GOIGE ury rq .. -,....y......_ - . 0004101195/8 GABLE 2 2 Job Reference o al Run:7.430 s Jul 25 2013 Print 7.430 s Jul-pt CRS I ylylyxOhBGMDDh4ln29e2Ae3p¢grma Jniversal Forest Products ID NPmnNdcOfHSPgJ4wwow BZsq 40TES t)All plates are 2x4 MT20 unless otherwise indicated. 10)Gable studs spaced at 2-0-0 oc. 11)THs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12' �ide mechanical connection(by others)of truss to bearing plate capable of withstanding 440 lb uplift at joint 15 and 464 Ib uplift at joint 9. 131 s truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 16)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 17)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 29-11-4 oc max.starting at 3-0-0 from the left end to 32-11-10 to connect truss(es) J02(1 ply 2x4 SPF),CJ01 (1 ply 2x8 SP),J02(1 ply 2x4 SPF),CJ01 (1 ply 2x8 SP)to front face of bottom chord. 18)Use USP JL24(With 1 Od nails into Girder JN029D'ails into PTruss)ront face of bottom chord.-"oc max starting at 5-0-12 from the left end to 30-11-4 to connect truss(es) J02(1 ply 2x4 SPF),J02A(1 ply F). ( ply 19)RII all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-105,2-5=-I 19,.5-8--165,9-115=20 Concentrated Loads(lb) Vert:58-341(F)59-300(F)60=-300(F)61=300(F)62=-300(F)63=-50(F)64=50(F)65=-50(F)66=-50(F)67=-50(F)68=50(F�69=300(17)70=-300(F)71=300( 72=300(17)73=341(F) 2)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=105,2-52=-1 19,5-52=-1 69,5-8=-105,9-15=-20 Concentrated Loads(lb) Vert:58-341(F)59-300(F)60-300(F)61=300(F)62=300(F)63=-50(F)64=50(F)65=50(F)66=-50(F)67=50(17)68=-50(F)69=300(F�70=300(17)71=-300( 72=300(F)73=-341(F) 3)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2_-45,2-5=59,5-55-22018-55--165,9-15=-20 Concentrated Loads(lb) Vert:58=-341(F)59=300(F)60=300(17)61=300(F)62=-300(F)63=-56(F)64=50(17)65=50(F)66=-50(F)67=50(17)68=-50(F)69=300(17)70=3000 71=-300(F) 72=-300(F)73=341(F) 4)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=20,2-5=34,5_8=20,9-15=40 Concentrated Loads(lb) Vert:58--133(F)59=-99(F)60-99(F)61--99(F)62=-99(F)63=-3(F)64-3(F)65=3(F)66--3(F)67-3(F)68=-3(F)69=99(F)70=-99(F)71=99(17)72-99(F) 73--133(F) 5) +0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase--1.60,Plate Increase=1.60 U.wonn Loads(plf) Vert:1-2=14,2-5=-15,5-8=9,9-15=-10 Horz:1-2=24,2-5=9,5-8=19 73=97( Concentrated Loads(lb) ( 5se � s ( ��(�67 �(�68--46(F)69=59(17)70=59(17)71=59(F 72=59(17) Vert: n e 6)Dead+ MWFRS Wind(Pos.Internal)Right:Lumber ncrea =160 Platencrease 1- 60 Uniform Loads(plf) Vert:1-2=4,2-5=5,5-8-1,9-115-10 Horz:1-2=14,2-5=-19,5-8=9 Concentrated Loads(lb) Vert:58=97(F)59=59(F)60--59(F)61=59(F)62=59(F)63=46(F)64=46(F)65=46(F)66=46(F)67=46(F)68=46(F)69=59 70=59(F)71=59(F)72=59(F)73=97(F) 7)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase--1.60 Uniform Loads(plf) Vert:1-2--32,2-5=3,5-8=7,9-15=10 Horz:1-2--42,2-5-27,5-8--17 Concentrated Loads(lb) Vert:58=97(F)59=59(F)60=59(F)61=59(F)62=59(F)63=46(F)64=46(F)65=46(F)66=46(F)67=46(F)68=46(17)69=59( 70=59(F)71=59(F)72=59(F)73=97(F) 8)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-5-7,5-8=17,9-15=-10 Horz:1-2=11,2-5-17,5-8=27 Concentrated Loads(lb) Vert:58=97(F)59=59(F)60--59(F)61=59(F)62=59(F)63=46(F)64--46(F)65=46(F)66=46(F)67=46(F)68=46(F)69=59(F) 70=59(F)71=59(F)72=59(F)73=97(F) 9)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-5=3,5-8=7,9-15=10 Horz:i-2­42,2-5=27,543=17 Concentrated Loads(lb) 65=46(17)66=46(F)67=46(17)68=46(17)69=59(17) Vert:58=97(F)59=59(F)60=59(F)61=59(F)62=59(F)63=46(F)64=46(F) 70=59(F)71=59(F)72=59(F)73=97(F) rallel:Lumber Increase=1.60,Plate Increase=1.60 10)Dead+0.6 MWFRS Wind(Pos.Internal)4th Pa Continued on page 3 1TnjW Type I , uuu 3119598 Go E GABLE 2 I � 2 IJuaRb Reterence(optional) nlversal Forest Products Run:7.430 s Jul 25 2013 Print-7.430 s Jul 25 2013 A STek Industries,Inc.Tue Jan 2611:42:01 2014 Page 1 IDNPmnNdcOfHSPgJ4wwow_BZzqud7-pi CROS_LltOkylglgxOhBGMDDh41n29e2Ae3Qczgnna 2-1 D$ 6 0 0 12 0 0 18 0 0 24 0 0 30-0-0 31 2-10 A 6-0-0 6 0-0 6 0-0 6 0 0 6 0 0 6-0-0 4x4 11 Scale=1:73.5 6.00 12 5 53 b54 3x4 4 52 5x6 i 51 5x8 Ci 3 0 7 ST1 4x8 50 6 %T2 4x6 2 1 0 m N 15 58 59 14 60 61 62 13 63 64 65 12 66 67 68 11 69 70 71 10 72 73 9 4x6- HJC26 54= JL24 8x8= JL24 4x8_ JL24 JL248X8= JL24 JL24 44_ HJC26 4x6- JL24 JL24 JL24 JL24 JL24 JL24 JL24 JL24 IS_ 24-0-0 30-0-0 36-0-0 6 0 0 6 0 0 6-0-0 6-0-0 6-0411 6-0-0 Plate Offsets(X,11): [2:0-3-8,0-1-12],[3:0-3-0,0-3-4],[5:0-2-4,0-2-0],[7:0-4-0,0-3-01,[8:0-2-12,0-1-12],[9:Edge,0-2-0],[10:0-2-4,0-2-4],[11:0-4-0,0-4-8],(13:0-4-0,0-4-81,[14:0-3-0 ,0-2-81,[30:0-1-12,0-1-01,[49:0-1-12,0-1-01 LOADING(psi) SPACING 2-0-0 CSI DEFT_ in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.93 Vert(LL) -0.1610-11 >999 240 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.2410-11 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.06 9 n/a Na BCLL 0.0 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.0513-14 >999 360 Weight:594 lb FT=49/6 LLM BER BRACING TOP f•HORD 2x4 SPF 2100F 1.8E'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BG .CORD 2x6 SPF No.2 6-0-0 oc bracing:14-15. WEBS 2x4 SPF No.2 or 2x4 SPF Stud"Except' W1:2x6 SPF No.2,WS:2x4 SPF No.2 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS (Ib/size) 15-470210-5-8 (min.0-3-11),9=4756/0-5-8 (min.0-3-12) Max Horz 15=152(LC 7) Max Uplift15---440(LC 7),9-464(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/263,2-50-49641386,3-50--4799/442,3-51=-4880/441,51-52= 720/472, 4-52=45611476,4-53--4015/438,5-53-3845464,5-54=-3845/451,6-54=-4088/438, 6-55---4816/539,55-56=-4993/526,7-56=52141525,7-57=-52501547,5-57=-54621533, 2-15--44631418,8-9=4517/440 BOT CHORD 15-58-272/151,58-59-272/151,14-59-272/151,14-60=-41314291,60-01=-413/4291, 61-62=-41314291,13-62=41314291,13-63=-369/4228,63-64--369/4228,64-65=-369/4228, 12-65-369/4228,12-66-37214469,66-67=-372/4469,67-68=37214469,11-68--372/4469, 11-69=-441/4709,69-70--"1/4709,70-71--"114709,10-71--"1/4709,10-72-31/269, 72-73=-31/269,9-73--31/269 WEBS 5-12=36412661,6-12-1970/289,6-11=-166/951,7-11=-44&1 13,7-10=-793/23, 4-12-15221171,4-13-131/800,3-14---69610,2-14-33914517,8-10---439/4798 NOTES 1)2-ply truss to be connected together with t Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 5)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf-42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs ,oncurrent with other live loads. 8) quested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. Continued on page 2 NSS TNSS Iype uuvj 0119598 G01AGE GABLE 2 2 Job Refen:nce(optional) Run.7.430 s Jul 25 2013 Pant 1.434.0 s Jul 25 2013 NiTek Industries—Tue Jan 28 11 41 ray 2014 Page 5 Iniversal F..1 Produces IDNPmnNdcOfHSPgJ4wwow_BZzqud7_tr 97Pwa11daEpG9TgvHy?68pG54NP2mfEBlDyzgrmg .OAD CASE(S) Standard Concentrated Loads(lb) Vert:10=250 58--13(B)59=21(13)60=21(B)61=21(B)62=21(B)63=21(B)64=-21(B)65-21(B)66-21(B)67=-21(B)68=-21(B)69=-21(13)70-21(B)71=21 72-21(13)73-199(B) {, I Moving Load:Lumber Increase=1.25,Plate Increase=1.25 ..,iform Loads(plf) Vert:1-2=1 19,2-5=-I 19,5-8-165,9-15-20 Concentrated Loads(lb) Vert:9=-250 58=1 3(13)59-21(B)60=-21(B)61=21(B)62=-21(13)63-21(B)64=-21(13)65=-21(6)66=-21(B)67=21(13)68-21(13)69=-21(B)70=-21(B)71=21( 72-21(B)73=-1 99(B) toss TrussType {0119598 GDIAGE C,A�F 2 2 Job Reference o Run:7.430 5 Jul 25 2013 Print:7.430 5 Juf 25 2013 WiTek Yrdustries,Inc•Toe Jan 2811:4155 2014 Page lniversal Forest Products ID:NPmnNdcOfHSPgJ4wvrow_BZzqud7_tr97Pwai1 daEpG9TgvHy?66pG54NP2mfE3lDyzgrmg -OAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=250 58--13(B)59-21(B)60=21(B)61=21(B)62=211(B)63=-21(B)64=-21(B)65-21(B)66=-21(B)67=-21(B)68--21(B)69-21(B)70=-21(6)71=21( 72-21(B)73-199(B) ?4) r Moving Load:Lumber Increase=1.25,Plate Inc rease =1.25 Uniform Loads(plf) Vert:1-2-119.2-5=-119,5-8--165,9-15=20 Concentrated Loads(lb) Vert:7=250 58--13(B)59=21(B)60=21(B)61=21(B)62=-21(6)63-21(6)64=21(B)65=21(6)66=21(B)67=-21(B)68=21(B)169=211(B)70=211(B)71=21(6 72-21(B)73=199(B) 25)14th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-119,2-5=-119,5-8--165,9-15=20 Concentrated Loads(Ib) Vert:58---263(B-1 3)59=21(B)60=21(B)61=21(B)62=21(B)63-21(B)64-21(B)65=-21(B)66=21(B)67=21(B)68-21(6)69-21(B)70=-21(B)71=21( 72=21(B)73--199(B) 26)15th Moving Load:Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=-1 19,2-5=-119,5-8=-165,9-15=-20 Concentrated Loads(lb) Vert:58--13(B)59=21(B)60=21(B)61=271(8=21)62=21(B)63=21(B)6"=-21(B)65=21(B)66=-21(B)671(B)68-21(B)69---21(B)70=-2=2 1(B)71=21 72-21(B)73--199(B) 27)16th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=11 19,2-5-119,5-8=-165,9-15=-20 Concentrated Loads(Ib) Vert:58--13(B)59-21(B)60=21(8)61=21(B)62=21(B)63=21(B)64=271(6=21)65=-21(B)66=-21(B)67=21(B)68=21(B)69=-21(B)70=-21(B)71=21 72=21(B)73-199(B) 28)17th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-119,2-5=119,5-8--165,9-15---20 Concentrated Loads(lb) Vert:58--13(B)59=21(B)60-21(B)61=21(B)62=21(B)63=21(B)64=-21(B)65-21(B)66=21(B)167=271(8=21)68-21(B)69=21(B)70-21(B)71-21 72-21(B)73--1 99(B) 29)18th Moving Load:Lumber Increase--1.25 Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=119,2-5=119,5-8=-165,9-15=-20 Concentrated Loads(lb) Vert:58--13(B)59-21(B)60-21(B)61=21(B)62=-21(B)63-21(B)64-21(B)65=21(B)66-21(B)67=21(B)68=-21(B)69-21(B)70-271(B=-21)71=-21 72-211(B)73=11 99(B) 30) Moving Load:Lumber Increase=1.25,Plate Increase--1.25 >rm Loads(plf) Vert:11-2=11 19,2-5=1 19,5-8--165,9-15=-20 Concentrated Loads(Ib) Vert:58--13(B)59-21(6)60-21(6)61=21(6)62=21(6)63=-21(6)64=21(B)65=-21(6)66=21(B)67=21(6)68=21(B)69-21(B)70=21(B)71=21(B)72=-21(6 73=-449(6=199) 31)20th Moving Load:Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2=-119,2-5=-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:15=250 58=-13(B)59-21(B)60-21(B)61=-21(B)62-21(B)63=-21(B)64=21(B)65=21(B)66=-21(B)67=-21(B 68=-21(B)69=21(B)70-21(B)71=21(B)72=21(B)73-1 99(B) 32)21 st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-119,2-5=1 19,5-8=1 65,9-15=-20 Concentrated Loads(lb) Vert:14--250 58--13(B)59=-21(B)60=-21(B)61=-21(B)62=21(B)63=-21(B)64=-21(B)65=-21(B)66=21(B)67=-21(6 61 1(B)69=21(B)70=-21(B)71=211(B)72=21(B)73=1 99(B) 33)22nd Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2-119,2-5=-1 19,5-8=-165,9-15=-20 Concentrated Loads(lb) Vert:13=250 58-13(B)59=21(B)60=21(B)61=21(6)62=21(6)63-21(6)64=21(B)65=-21(6)66=-2 1(6)67=-21(B 68=-21(B)69=211(B)70-21(B)71=-21(B)72=21(B)73=-199(8) 34)23rd Moving Load:Lumber Increase=1.25,Plate increase--1.25 Uniform Loads(plf) Vert:1-2=119,2-5-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:12=-250 58=13(B)59=-21(6)60=-21(6)61=211(6)62=-21(B)63=-21(6)64-21(B)65-21(6)66=-21(6)67=-21(B 68=-21(8)69=21(B)70=21(B)71=-21(B)72-21(B)73=1 99(B) 35)24th Moving Load:Lumber Increase--1.25,Plate Increase--1 25 Uniform Loads(plf) Vert:1-2-119,2-5--119,5-8=-1 65,9-15=20 Concentrated Loads(lb) Vert:11=250 58--13(B)59-21(B)60-21(B)61=21(B)62=2 1(B)63--21(6)64=21(B)65=21(B)66=21(B)67=21( 68-21(B)69-21(B)7G--21(B)71=-21(B)72=21(B)73=-199(8) 36)25th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 I 1-iform Loads(plf) Vert:4-2=1 19,2-5-119,5-8=1 65,9-15=-20 Continued on page 5 cuss Truss I ype ...' .. 40119598 G01AGE GABLE 2 2 Job Reference 19 a► Run:7.430 5 Jul 25 2013 Print 7.430 s Jul 25 2013(viTelt Industries,Inc•T�Jan 281 N4P2mfE81D Page Jniversal1`- a Produces IDNPmnNdcOfHSPgJ4wuvow_BZzqud7=tr97PwaildaEpG9TgvNy.66pG54 YzA�9 _OAD cASE(S) Standard Concentrated Loads(lb) Vert:58=84(6)59=46(6)60=46(8)61=46(6)62=46(B)63=46(B)64=46(B)65=46(B)66=46(B)67=46(B)68=46(B)69=46(6)70=46(8)71=46(B)72=46(8)73=114( 11' i+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 orm Loads(plf) Vert:1-2=203,2-5-34,5-8--80,9-15=20 Concentrated Loads(lb) Vert:58=18(B)59=-4(B)60=-4(B)61=-4(B)62=-4(B)63=-4(B)64--4(B)65=-4(B)66=-4(13)67--4(B)68=-4(B)69=-4(B)70--4(B)71=4(13)72--4(B)73=-I 9( 12)1 st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=1 19,2-5=-119,5-8=-165,9-15=-20 Concentrated Loads(lb) Vert:2-250 58-13(B)59-21(B)60-21(B)61=21(B)62=21(B)63-21(B)64=-21(B)65=-21(B)66=-21(B)67=21(B)68=-21(B)69=-21(B)70-21(B)71=-21(B 72=-21(B)73=-199(13) 13)2nd Moving Load:Lumber Increase=1.25,Plate Inc rease=1.25 Uniform Loads(plf) Vert:1-2-119,2-5=11 19,5-8-165,9-15=20 Concentrated Loads(Ib) Vert:50=-250 58-13(B)59=21(B)60=-21(B)61=21(B)62=-21(B)63=21(B)64=-21(B)65=-21(B)66=-21(B)67=-21(B)68-21(B)69-21(B)70=-21(B)71=21 72=-21(8)73-199(B) 14)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-119,2-5=1 19,5-8-165,9-15=-20 Concentrated Loads(lb) Vert:51=250 58=-1 3(B)59=-21(B)60-21(B)61=-21(B)62-21(B)63-21(B)64=-21(B)65=-21(B)66-21(B)67=-21(B)68=-21(B)69=-21(B)70=21(B)71=21(B 72=-21(B)73=-1 99(B) 15)4th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=119,2-5=119,5-8-165,9-15-20 Concentrated Loads(lb) Vert:53=250 58=1 3(B)59=-21(B)60-21(B)61=-21(8)62=-21(B)63=-21(B)64=-21(B)65=-21(B)66=21(B)67=-21(B)68=-21(B)69-21(B)70-21(B)71=-21(8 72=-21(B)73-199(B) 16)5th Moving Load:Lumber Increase=1.25,Plate In crease=1.25 Uniform Loads(plf) Vert:1-2-119,2-5=1 19,5-8=11 65,9-15-20 Concentrated Loads(lb) Vert:54=250 58-13(B)59-21(B)60=21(B)61=21(B)62=21(B)63=-21(B)64-21(B)65-21(B)66-21(B)67=-21(B)68-21(B)69-21(B)70=-21(B)71=-21(8 72=-21(B)73=1 99(B) 17)6th Moving Load:Lumber Increase=1.25,Plate In crease=1.25 Uniform Loads(plf) Vert:1-2=1 19,2-5-119,5-8--165,9-15=20 :entrated Loads(lb) Vert:56-250 58--13(B)59-21(B)60--21(B)61=21(B)62=-21(B)63=-21(B)64-21(B)65-21(B)66-21(B)67=21(B)68=-21(B)69=21(B)70=21(B)71 -21( 72=21(B)73=1 99(B) 18)7th Moving Load:Lumber Increase=1.25,Plate Increase=l•25 Uniform Loads(plf) Vert:1-2-119.2-5--119,5-8--165,9-15---20 Concentrated Loads(lb) Vert:57-250 58=1 3(B)59=-21(B)60=-21(B)61=211(B)62=21(B)63=-21(B)64-21(B)65-21(B)66=-21(B)67=21(B)68=-21(B)69=21(B)70=21(B)71=21(8 72=_21(B)73-199(B) 19)8th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2-119,2-5=-119,5-8=-165,9-15=20 Concentrated Loads(lb) Vert:8=-250 58=-13(B)59-21(B)60=-21(B)61=-21(B)62=-21(B)63=21(B)64=21(B)65=21(B)66-21(B)67=-21 68-21(B)69--21(B)70-21(B)71=21(B)72=21(B)73=1 99(B) 20)9th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=119,2-5=-1 19,5-8=-165,9-15=-20 Concentrated Loads(lb) Vert:3-250 58=-13(B)59=-21(B)60=-21(B)61=-21(B)62=21(B)63=-21(B)64=21(B)65=21(B)66=-21(8)67=-21( 68-21(B)69-21(B)70=-21(B)71=21(B)72-21(B)73=1 99(B) 21)10th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(p1l) Vert 1-2=-119,2-5-119,5-8--165,9-15=20 Concentrated Loads(lb) Vert:4=-250 58=-13(B)59=-21(B)60-21(B)61=-21(B)62=-21(B)63-21(B)64-21(B)65=-21(B)66=21(B)67-21(B 68-21(B)69-21(B)70=21(B)71=21(B)72=-21(B)73=-199(B) 22)11th Moving Load:Lumber Increase=1.25,Plate Increase--I.25 Uniform Loads(plf) Vert:1-2-119,2-5-119,5-8--165,9-15=-20 Concentrated Loads(lb) Vert:5=250 58=13(13)59-21(B)60=-21(B)61=-21(B)62=21(13)63-21(B)64=-21(B)65=21(B)66=-21(B)67=21( 68-21(B)69=21(B)70-21(B)71=21(B)72=21(B)73--199(B) 23)12th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=7119,2-5=119,5-8--165,0-15=-20 Continued on page 4 cuss Truss type _ 0119598 G01AGE (GABLE 2 V 2 I 2(Job Reference(optional) VV lniversal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MTek Indusutes,Inc 2 Tue Jan 2811,41352014 Page 2 IDNPmnNdcOfHSPgJ4wwow_BZzqud7_.1r97PwaildaEpG9TgvHy?6BpG54NP2mfEBIDyzgmtg 1UTES ,)All plates are 2x4 MT20 unless otherwise indicated. 0)Gable studs spaced at 24)-0 oc. 1)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2' •ide mechanical connection(by others)of truss to bearing plate capable of withstanding 331 lb uplift at joint 15 and 428 lb uplift at joint 9. 3, truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 4)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 16)"Semi-rigid pitchbreaks including heels"Member end fixdy model was used in the analysis and design of this truss. 17)Use USP HJC26(With 16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 29-11-4 oc max.starting at 3-0-6 from the left end to 32-11-10 to connect truss(es) J02A(1 ply 2x4 SPF),CJ01 (1 ply 2x8 SP),J02A(1 ply 2x4 SPF),CJ01A(1 ply 2x8 SP)to back face of bottom chord. 18)Use USP JL24(With 10d nails into Girder&NASD nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 5-0-12 from the left end to 30-11-4 to connect truss(es) J02A(1 ply 2x4 SPF)to back face of bottom chord. 19)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-119,2-5-119,5-8=1 65,9-15-20 Concentrated Loads(lb) Vert:58-91(B)59-50(B)60-50(B)61=-50(B)62=-50(B)63=-50(B)64-50(B)65-50(B)66=-SO(B)67=-50(B)68=50(B)69-50(B)70=-50(B)71=-50(8)72=-50(B) 73-243(B) 2)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-119,2-52-119,5-52-169,5-8-105,9-15-20 Concentrated Loads(lb) Vert:58--91(B)59=-50(8)60-50(B)61--50(B)62-50(B)63=-50(B)64-50(B)65=-50(B)66=-50(B)67=-50(B)68-50(B)69=-50(B)70=-50(B)71=50(B)72-50(B) 73=-243(B) 3)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-59,2-5-59,5-55-220,8-55-165,9-15-20 Concentrated Loads(lb) Vert:58-91(B)59=-50(B)60-50(B)61-50(B)62=-50(B)63-50(B)64-50(B)65=-50(B)66-50(B)67-50(B)68--50(B)69=50(B)70-50(8)71=-50(8)72-50(B) 73-243(B) 4)Dead+Uninhabitable Atfic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2-34,2-5-34,5-8--20,9-15=40 Concentrated Loads(lb) Vert:58--37(B)59-3(B)6G--3(B)61=3(B)62-3(B)63-3(8)64-3(B)65=3(B)66--3(B)67-3(B)68=3(B)69=-3(B)70=-3(B)71-3(B)72-3(13)73=37(13) 5)D---1+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 m Loads(plf) Vert:1-2---0,2-5=1 5,5-5=9,9-15=1 0 Horz:1-2-24,2-5-9,5-8=19 Concentrated Loads(lb) Vert:58=84(B)59=46(B)60=46(8)61=46(B)62=46(B)63=46(8)64=46(6)65=46(B)66=46(B)67-46(B)68=46(B)69=46(8)70=46(B)71=46(B)72=46(8)73=114(B) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-1 0,2-5-5,5-8-1,9-15-10 Horz:1-2-14,2-5-19,5-8=9 Concentrated Loads(lb) Vert:58=84(B)59=46(6)60=46(6)61=46(B)62=46(B)63=46(B)64=46(8)65=46(B)66=46(B)67=46(B)68--46(B)69=46(B) 70=46(8)71-46(B)72=46(8)73=114(B) 7)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-5=3,5-8=7,9-15=10 Horz:1-2-42,2-5-27,5-8=17 Concentrated Loads(lb) Vert:58=84(B)59--46(B)60=46(B)61=46(B)62=46(B)63=46(6)64=46(6)65=46(B)66=46(B)67=46(B)68=46(B)69=46(B) 70=46(B)71=46(13)72=46(B)73=114(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plfj Vert:1-2-13,2-5=-7,5-8=17,9-15-10 Horz:1-2=-1 1,2-5-17,5-8=27 Concentrated Loads(lb) Vert:58=84(B)59=46(B)60=46(B)61=46(B)62=46(B)63=46(8)64=46(B)65=46(B)66=46(B)67-46(B)68=46(B)69=46(B) 70=46(B)71=46(B)72=46(6)73=114(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase--1.60 Uniform Loads(plf) Vert:1-2=18,2-5=3,5-8=7,9-115=110 Horz:1-2--42,2-5-27,5-8=17 Concentrated Loads(lb) Vert:58=84(B)59=46(B)60=46(B)61=46(B)62=46(B)63=46(B)64=46(B)65=46(B)66=46(B)67=46(B)68=46(B)69=46(B) 70=46(8)71=46(B)72=46(B)73=114(B) 10)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase--1.60 Uniform Loads(plf) Vert:1-2-13,2-5-7,5-8=17,9-15=-10 Horz:1-2=11,2-5=1 7,5-8=27 Continued on page 3 — — rus (Truss Type GG10119 - E LE I2 I 21 - W-Reference(optional) Jniversal Forest Products Run.7.430 s Jul 25 2013 Print 7.430 5 Jul 25 2013 M I ex Indusfies,ktc Tue Jan 2811 41{a5 2014 Page 1 IDNPmnNdcOftiSPgJ4wwow_BZzqud7_1r97Pwai1 daEpG9TgvHy?6BpG54NP2mfEBIDyzgnng -2-10-8 6 0 0 12-0-0 18-0 0 24-" 30 0 0 36 0-0 2-10-8 6 0-0 6 0 0 6-0-0 6.0 0 6 0 0 6 0 0 4x4= Scale 1.73.5 5 6.00 F12 53 `4 3x4 3x4 4 6 55 52 5x6 A:-- 51 5x8 3 0 0 7 ST1 !� 50 g 'ST2 44 5x6 4 5 g 2 4 S 1 0 1 m 15 58 59 14 60 61 62 13 63 64 65 12 66 67 68 11 69 70 71 10 72 .73 9 N 3x4 II HJC26 4x4= JL24 gxg= JL24 4x8_ JL24 JL24M_ JL24 JL24 4x6_ HJC26 44 11 JL24 JL24 JL24 JL24 JL24 JL24 JL24 JL24 6 0 0 12-0-0 18-" 24-0-0 30 0 0 36 0 0 6 0-0 6-0-0 Plate Offsets(X,l): [2:0-1-8,0-2-81,[3:0-3-0,0-3-41,[5:0-2-0,0-2-41,[7:O-i-0,0-3-0][8:0-2-8,0-2-0],[11:0-40,0-4-8],113:0-f-0,0-"],[14:0-1-12,0-2-0],[30:0-1-12,0-1-0],[49:0-1-12 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.99 Vert(LL) -0.1311-12 >999 240 MT20 1971144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.2011-12 >999 180 TCDL 10.0 Rep Stress Incr NO WS 0.76 Horz(TL) 0.05 9 n/a Na BCLL 0.0 Code IBC20091TPI2007 (Matrix) Wind(LL) 0.0412-13 >999 360 Weight:594 lb FT=4% BCDL 10.0 LUMBER BRACING TOP r'HORD 2x4 SPF No.2'Except TOP CHORD Structural wood sheathing directly applied, except end verticals. TI:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing, Except: BO rORD 2x6 SPF No.2 6-0-0 oc bracing:1415. WEBS 2x4 SPF No.2 or 2x4 SPF Stud`Except` WI:2x6 SPF No.2 OTHERS 2x4 SPF Not or 2x4 SPF Stud REACTIONS (lb/size) 15=3510/0-5-8 (min.0-2-12),9=3645/0-5$ (min.0-2-14) Max Horz 15=152(LC 7) Max Upl1ft15=331(LC 7),9--428(LC 8) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/282,2-50-35161325,3-50--3352/381,3-51=36911389,51-52-35321420, 4-52=3372/424,453=3186/401,5-53=-3013/427,5-54=3013415,6-54--3259/401, 6-55=-3648/487,55-56=38251473,7-56=-10461463,7-57--3883/491,B-57--4096/477, 2-15-33971315,B-9-3457/394 BOT CHORD 15-58=-310f721 58-59-310/72,14-59-310172,14-60-35912997,60-61=-359/2997, 61-62=359/2997,13-62-359/2997,13-63=321/3165,63-64--321/3165,64-65=321/3165, 12-65=321/3165,12-06—325/3424,66-67-32513424,67-68---325/3424,11-68--325/3424, 11-09-392/3488,69-70--392/3488,70-71-392/3488,10-71=-39213488,10-72-351259, 72-73-351259,9-73-351259 WEBS 5-12-330/1919,6-12=-1 461/264,6-11=1 401419,7-10=1 009/27,4-12=-988/147, 3-13=20/332,3-14-1003/0,2-14-25613222I 8-10=-38313511 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 5)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs r •oncurrent with other live loads. 8). tuested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the reatronsibility of the fabricator to increase plate sizes to account for these factors. Continued on page 2 51 runs russTy ie • y ,, UVUL� 0119598 CJ01A Diagonal lip Girder 2 1 I Job Reference(optionap inWersal Forest Products Run:7.430 s Jul 25 2013 PnM 7.430 s Jul 25 2013 Wrek Industries,Inc.Tue Jan 28 11.41:49 2014 Page 1 IDNPmnNdcOMPgJ4ww _BZzqud7-9jUusLrp7BtRWuo?7PptiksLYsSSzsAtHlkR?Jzgrmm 4-1-7 4-1-7 424 F1 2 2 Scale=1224 2x 5 3x4% T1 1 3 i W1 Ll nn B1 6 7 3 NAILED 4 4x4= 2x4 II Plate Offsets(),Y)• f3:0-2-0,0-2-41,[4:0-2-4,0-1-01 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 3-4 >999 240 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.09 Vert(TL) -0.00 3-4 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.00 4 >999 360 Weight:36 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x8 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except BOT -HORD 2x8 SP No.1 end verticals. WE 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=153/0-7-0 (min.0-1-8),3=198/Mechanical Max Horz 4=36(LC 5) Max Upl'rft4—33(LC 5),3=58(LC 5) Max Grav4=403(LC 11),3=448(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-450/7,2-3=450/38 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psi(ground snow);Pf=42.3 psf(flat roof snow);Category ii;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 4 and 58 lb uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid p'Itchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-105,3-4=-20 Concentrated Loads(Ib) Vert:6=126(F) TfUSS IKISS1 s•; 1 000n A119598 C JOt JACK-CLOSED GIRDER Job Reference(Optionaq )niversal Forest P.roducls Run.7.430 s Jul 25 2013 Pant-.7.430 s Jul 25 2013 FA I ek industries Inc.Tue Jan 28 11 41 48 2014 Page 2 IDNPmnNdcOfHSPgJ4wwow BZzqud7-hXwWfOgBMulaukDpZiHeAXJOJSnAEPalde?tTszq .OAD CASE(S) Standard Concentrated Loads(Ib) Vert:8=-134(B) )b �--- I Russ - I Russ 1 ype 30119596 cJ01 JACK-CLOSED GIRDER 6 1 Vvv l ' I I Job Reference(optionaq Jn vernal Forest Products r Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek Industries,inc.Tue Jan 28 11.41:48 2014 Page 1 ID:NPmnNdWMPgJ4wwow_BZzqud7-hXW WfOgBMulaukDpZiHeAXJOJSnAEPak2e?tTszgnnn -4-0-13 4-1-7 4-0-13 4-1-7 Scale=1224 3 3x6 424 12 7 4x4 2 6 Cf T1 W31 W1 Li 1 81 8 9 4 SKH24R 5 4x4= 2x4 11 Plate Offsets(X Y): [2:0 1-00 2-41 [3.0 3 14 0-"1 [4:0-2-0,0-2-41,[5:0-2-4 0 1 01 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.88 Vert(LL) -0.01 4-5 >999 240 MT20 197/144 (Ground Snow--55.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 4-5 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code fBC20091TPI2007 (Matrix-M) Wind(LL) 0.00 4-5 >999 360 Weight:50 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x8 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudins, except BOT CHORD 2x8 SP No.1 end verticals. WF 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WI:2x6 SPF No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=103510-7-0 (min.0-2-2),4=17/Mechanical Max Horz 5=99(LC 5) Max Uplift5=214(LC 5),4-394(LC 11) Max Grav5=1352(LC 11),4=263(LC 14) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5-1318/201,2-0=0/271,3-4=188/429 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 psi(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.8 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurtent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to buss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 lb uplift at joint 5 and 394 lb uplift at joint 4. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Use USP SKH24R(With 16d nails into Girder&NASD nails into Truss)or equivalent at 1-4-9 from the left end to connect truss(es)J01 (1 ply 2x4 SPF)to back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 13)Fill all nail holes where hanger is in contact with lumber. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate lncrease=1.15 Uniform Loads(plf) Vert:1-2=-105,2-3-105,4-5-20 Continued on page 2 0, ire 27W ................V.,X ............... ............. 20'0' 77 ..........--------- Conventionally A Framed W-3 wM 17 =L— wjj::�K:Z= "I " — �—�z 13 .............— - � r F, GOIA X G01AGE 6 ca 9 > 0 CL b b U. 001 ge I • I E PteteM 11'r lit 0* ............. .......... ..... .............. Build Version:7.4.3.424 ob ITruss Truss Type I Qty Fly Upper age Hass wes[Norma ipt 'm., 0021 40119598 F24GE Floor Supported Gable 4 1 I ro Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Prkrt 7.430 s Jul 25 2013 Welk Industries,Inc.Tue Jan 281191:39 2014 Page 1 ID:NPmnNdcOfliSPgJ4wwow BZzqud7-OMdHrmTBnmO_KBAmOisq 5b6?yw12zL50Oz9bgzgrwl 11 2x4 II 7 2 3x4 II Scale-1:7.7 T1 W1 W1 BL2 c BLi i B1 4 6 3 30= 3x4= 1-8-0 1-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) rda - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:7 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 SPF No.2(flat) end verticals. W— 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R1--.-PIONS (lb/size) 4=79/1-8-0 (min.0-1-8),3=85/1-8-0 (min.0-1-8) Max Grav4=329(LC 8),3=335(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5--311/0,1-5---31010,2-3--32110 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1Od nails applied to flat face. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 8)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Recornmend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES) Standard o- russ fuss ype Qty fly Upper Rage rkw wmt 0020 4011959B F23A Roor 16 1 IJob Reference(optional Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 PATek Industries,Inc. I ue Jan 28 11:31:36 2014 rage 1 ID:NPmnNdcofHSPgJ4wwow_BZzqud7-YA3vdQSZOSu7LbZgbLbRu2tcYRhJKpxnkEb3DzgrwJ 0-1-8 H I?-" pip O 1I ��1 Scale=1:426 3x4= 48= 1.54 )1 3x4= 1.5X3 11 3x6= 1.5x3 11 3x4= 1.Sx3 11 4x8= 3x4 11 3x6 FP= 3x4= 1.5x3 11 3x6= 3x4 II 1 40 2 41 3 42 4 43 5 44 6 45 7 46 8 47 9 10 11 48 12 49 13 14 51 15 52 16 Tj I I W'29 mLj���� r° 28 30 27 31 26 32 25 33 24 34 23 35 22 21 36 20 37 19 38 18 39 17 3x6= 3x8=1.54 11 1.54 II 4x10= 4x10= 3x6 FP= 1-W 11 1.54 II 3x6= 3x6= 4x10= 13-0-0 26-0-0 13-041 13-04) Plate Offsets(XY)• [4.0-1-8 Edael [5.0-1-8 Edgel [12.0-1-8 Edge],113.0-1-8 Edael LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.26 17-18 >598 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.3517-18 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 17 n/a n/a BCDL 10.0 Code IBC2009frPI2007 (Matrix) Weight:98 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except Br-^.HORD 2x4 SPF 2100F I AE(flat) end verticals. V 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REACTIONS (Ib/size) 28=597/0-5-8 (min.0-1-8),23=1883/0-5-8 (min.0-1-8),17=604/0-3-8 (min.0-1-8) Max Grav28=847(LC 49),23=2133(LC 54),17=854(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 28-29-334/0,1-29=334/0,16-117-336/0,2-41=2496/0,3-41=-2496/0,3-42-2496/0, 4-42-2496/0,4-43-236310,5-43-2363/0,5-44--1437/266,6-44--1437/266, 6-45=-1437/266,7-45--1437/266,7-46--0/2747,8-46--0/2747,8-47=0/2747,9-47=0/2747, 9-10=-1437/266,10-11=-1437/266,11-48--14371266,12-48--1437/266,12-40---2364/0, 13-49=2364/0,13-50=249610,14-50=2496/0,14-51=2496/0,15-51=2496(0 BOT CHORD 28-30-0/1653,27-30=0/1653,27-31=0/2363,26-31=0/2363,26-32-0/2363,25-32=0/2363, 25-33=012363,24-33-0/2363,24-34=-8741203,23-34---874/203,23-35=-874/202, 22-35--874/202,21-22--874/202,21-36=0/2364,20-36=0/2364,20-37=0/2364, 19-37=0/2364,19-08=0/2364,18-38=0/2364,18-39-0/1656,17-39-0/1656 WEBS 8-23=-497/0,2-28--1781/0,7-23--2605/0,2-27-011031,7-24-0/1987,3-27---47610, 6-24--458/0,4-27-147/487,5-24=-1245/0,4-26=-305/66,5-25=11/273,15-17-1791/0, 9-23=-2607/0,15-18=0/1028,9-21=0/1987,14-18=-47410,11-21=-458/0,13-18=1481486, 12-21=-I 245/0,12-20-11/273,113-19=305166 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with five and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 1040-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Russ Tam I ype uty Ply Upper Hwge rims west rnnu n,y w,.,. 0019 �011959B F23 Floor 24 1 Job Reference(optional) Jniversal Forest Producmts Run:7.430 s Jul 25 2013 Pmt 7.430 s Jul 25 2013 M eK InausVies Inc. rue Jan rn 11.3125 2014 rage I ID:NPmnNdc0fHSPgJ4wwow B7iqud7-8bW?PPgiXWYs Xs_9SougFQKnLOD6zYV5m?xSuzgrwM 0-1-8 1-9-8 1��$(�� Scale=1;45.3 3x4 II 48= 3x4= 1.5x3 11 3x8= 1.5x3 11 3x4= 3x4= 1.54 11 4x10= 3x10 MT20H FP= 1.5x3 11 3x4= 1.5x3 11 34= 3x4 11 1 40 2 41 3 42 4 43 Tf 44 6 45 7 46 8 479 10 48 11 49 12 5W 3 51 14 52 15 53 16 10 28 30 27 31 26 32 25 33 24 34 23 22 35 21 36 20 37 19 38 18 39 17 1 3x6= 3x8= 1.54 I I 1.5x3 I I 4x10= 4x10=3x6 FP= 410= 1.54 1 1 1_W 1134= 3x6= 14-8-0 27-8-0 14-8-0 13-0-0 Plate Offsets fX Y)• [4.0-1-8 Edgel [5.0-1-8 Edgel [12.0-1-8 Edgel [13:0-1-8 Edgel LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.3127-28 >563 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.42 27-28 >412 240 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.05 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:103 lb FT=4 0/.F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except sr- "tHORD 2x4 SPF 210OF 1.8E(flat) end verticals. V1 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REACTIONS (Ib/size) 28=709/0-5-8 (min.0-1-8),17=59510-3-8 (min.0-1-8),23=1980/0-5-8 (min.0-1-8) Max Grav28=959(LC 49),17=845(LC 23),23=2232(LC 15) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 28-29-337/0,1-29=-337/0,16-17=-336/0,241-3140/0,3-41-3140/0,3-42=3140/0, 4-42-3140/0,4-43=31112/0,5-43=-311210,5-44--1662/146,6-44--16621146, 6-45-1662t146,7-45-1662t146,7-46=0/3021,8-46=0/3021,8-47=0/3021,9-47=0/3021, 9-10=013021,10-48--1454t422,11-48--14541422,11-49=1454/422,1249-1454/422, 12-50-2316/0,1 3-50=-231 610,13-51--2459/0,14-51--2459/0,14-52--2459/0, 15-52=-2459/0 BOT CHORD 28-30-0/1937,27-30=0/1937,27-31=0/3112,26-31=0/3112,26-32=0/3112,25-32=0/3112, 25-33=0/3112,24-33=0/3112,2434=-783/218,23-34--783/218,22-23-1063/244, 22-35-1063/244,21-35-1063t244,21-36=0/2316,20-36=0/2316,20-37-0/2316, 19-37=0/2316,19-38=0/2316,1838=0/2316,18-39=0/1636,17-39=0/1636 WEBS 8-23=-496/0,2-28--2088/0,7-23=-2856/0,2-27=0/1438,7-24=0/2234,3-27-533/0, 6-24=42243,4-27-269/376,5-24=1 709/0,5-25-0/345,15-17=-1769/0,10-23=-262010, 15-18=0/1008,10-21=0/1999,14-18--477/0,11-21=457/0,13-18-131/509,12-21-1273/0, 12-20=5/278113-19-312/59 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are MT20 plates unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with five and dead loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 104)-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0 NSS NSS YPe �J�upperruogerwrs..car..0.ua 0018 40119598 F22B FLOOR ob Reference(opfiona0 Hun:7.430 s Jul 25 2013 Print.7.430 a IeK r^'�`r"°°inc.T I 'lA 11-31 34 2014 Page 2 Universal Forest Products IDNPmnNdcONSPgJ4wwow_BZzqud7-BDFoajoQBwC gWic121QIgLO4YkPe2qCdTWqOOzqrwO LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:8-1000 Horz:28=15000 o-' fruss I russ I ype Illy rry upper na,yo.-w,�..w.,...........,._..,.--. 0018 40119598 F22B FLOOR 4 1 IJob Reference(optional) I Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 Welt Industries,Inc.Tue Jan 28113133 2014 Page 1 IDNPmnNdcOfHSPgJ4wwow_BZzqud7-BDFOajOOBwG gcDic121 QIgL.04YkPe2gCdTWq�OO�z.�grwO 2-0-0 Scale=123.4 3x4 11 3x8= 1.5x3 11 3x4= 15x3 I I 506= 3x4= 1 21 2 22 3 23 4 24 53x4— 25 6 26 7 27 28 8 W3 0 16 13 17 12 18 11 19 10 20 3x6= 48= 1.5x3 11 1.5x3 11 4x12= 4x10= 14-8-0 — — 14-8-0 Plate Offsets(X Y)• [1•Edge 0-1-81 [4.0-1-8 Edge] [5.0-1-8 Edger [9.Edge 0-1-8] LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.28 9-10 >615 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(Q -0.40 9-10 >435 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight:69 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:4x4 SP No.2(flat) end verticals. B 40RD 2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W r-_S 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except' W3:4x4 SP No.2(flat) REACTIONS (Ib/size) 14=78810-3-8 (min.0-1-8),9=1928/0-5-8 (min.0-1-8) Max Horz 14=1500(LC 15) Max Grav 14=1038(LC 4),9=2178(LC 29) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14-342/0,9_15=1 35310,8-15-137710,2-22=348410,3-22-3484/0,3-23-3484/0, 4-23=348410,4-24=3822/01 5-24-3822/0,5-25=3046111,6-25=-304610,6-26--3051/0, 7-26-3058/0,7-27=0/1430,27-28=011430 BOT CHORD 14-16=0/3612,13-16=0/3612,13-17=0/5322,12-17=0/5322,12-18=0/5322,11-18=0/5322, 11-19=015322,10-19=0/5322,10-20=0/2568,9-20=0/2568 WEBS 7-9-2593/0,2-14=2284/0,7-10=0/2271,2-13=0/1610,6-10=-323/67,3-13=-501/0. 5-10-1177/0,4-13=-6951204 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1500 lb right at 14-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-14=20,1-8-100 Continued on page 2 runs russ ype ..r , ,. •• -- Doti 30119596 I F22A Floor 10 ']Job Reference(optional) Jniversal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 WfTek industries,W. due Jan 28 11.31 M 2014 rage 1 IDNPmnNdcOfHSPgJ4wwow BZzqud7l OieNNNoQcB_?38QUKEBCdor58PIveT3PpnH rZzzgrwP p 2-0-0 r 1� — 11- Scale=123-5 3x4 II 4X8= 1-5X3 11 3x4= 1.5x3 II 3x8= 2x4 II 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 8 r o 0 1 16 13 17 12 18 11 19 10 20 3x6= 410= 1-5X3 II 1-5x3 II 410= 410 14-8-0 14-8-0 Plate Offsets 0(Y)- f1-Edue 0-1-81 [4.0-1-8 Edgel f5.0-1-8 Edge] 19:Edge 0-1-8] LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.29 9-10 >600 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.40 9-10 >429 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horc(fL) 0.05 9 rda n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:62 lb FT=4 0/.F,4%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 285OF 2.3E(flat) end verticals. W 2x4 SPF Not or 2x4 SPF Stud(flat)`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3:4x4 SP No.2(flat) REACTIONS (Ib/size) 14=87510-3-8 (min.0-1-8),9=1840/0-5-8 (min.0-1-8) Max Grav 14=1125(LC 4),9--2090(LC 29) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14-338/0,9-15=1318/0,8-15-1341/0,2-22—3881/0,3-22—3881/0,3-23=-3881/0, 4-23-3881/0,4-24--4539/0,5-24---4539/0,5-25---4045/0,6-25=-4045/0,6-26=-404510, 7-26=1404510 BOT CHORD 14-16=0/2331,13-16--0/2331,13-17-0/4539,12-17=0/4539,12-18=-0/4539,11-18=0/4539, 11-19=0/4539,10-19--0/4539,10-20--0/2586,9-20-0/2586 WEBS 7-9-2574/0,2-14=-2521/0,7-10=0/1710,2-13-0/1804,6-10-480/0,3-13--466f7, 5-10-874/0,4-13=1041/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:8­1000 jW Fype Upper Ridge Flats West Northampton, n 0016 14011959B F22 Floor 177 1 nn Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 RAiTek Industries,Inc.Tue Jan 26113132 2014 Page 1 IDNPmnNdcotHSPgJ4wwow_BZzqud7y DieNNNoQc8_MQUKEBCdog48NgwY3PpnnHrZzgrwP M Scale:1/2"=1' 3x4 11 4x8= 1.5411 3x4= 1.54 11 4x8= 1.Sx3 11 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 8 llnc� 9 15 0 16 13 17 12 18 11 19 10 20 3x6= 4x10= 1.5x3 11 1.5x3 11 4x10= 3x6= 14-8-0 148-0 Plate Offsets(X,Y): (1:Edge,0-1-81,14:0-1-8,Edge1,15:0-1-8,Edge1 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.3313-14 >527 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(rL) -0.46 13-14 >378 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight:54 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BC"':HORD 2x4 SPF 2100F 1.8E(flat) end verticals. H 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing_ REACTIONS (lb/size) 14=86510-3-8 (min.0-1-8),9--859/0-5-8 (min.0-1-8) Max Grav 14=1115(LC 4),9=1109(LC 29) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14--338/0,9-115=336/0,8-115=336/0,2-22-384110,3-22-3841/0,3-23-3841/0,4-23=-3841/0,4-24=-4447/0, 5-24=-4447/0,5-25---3841/0,6-25=-3841/0,6-26--3841/0,7-26=3841/0 BOTCHORD 14-16=0/2309,13-16=0/2309,13-17 /4447,12-17=0/4447,12-18=0/4447,11-18=0/4447,11-19=0/4447,10-19=0/4447, 10-20=0/2306,9-20=0/2306 WEBS 7-9-248910,2-14=-2497/0,7-10=0/1789,2-13=0/1785,6-10=-47616,3-13-4747,5-10-999/0,4-113=999/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Truss runs ype Qty Ply— Upper Ridge Flats West Northampton,mo% 0015 40119598 F21 FLOOR 14 1 Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 Wek industries,Inc.Tue Jan 281131:30 2014 Page 1 ID:NPmnNdcOfHSPgJ4wwow BZzqud7-neauyhMYv.?uGlm lLiYQ7 fWNKgbRO=VlApn�h�zggrwR Scale=126.4 3x4 II 3x8= 1.5x3 I I 3x4= 3x4= 1.5x3 II 4x8= 3x6 FP= 3x4 11 4x8= 1 2 3 4 5 6 7 8 9 10 190 20 17 21 16 22 15 23 14 13 24 11 3x6= 3x8= 1.54 11 1.5x3 11 4x10= 3x6 FP= 4x12= 3x4= 14-4-9 16-4-0 14-4-9 1-11-7 Plate Offsets(X Y)• [1•Edge 0-1-81 f4'0-1-8 Edge) [5.0-1-8 Edge/ [10.0-3-8 Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 17-18 >557 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.4217-18 >408 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:65 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BD"HORD 2x4 SPF 210OF 1.8E(flat) end verticals. W 2x4 SPF No.2 or 2x4 SPF Stud(flat)`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:4x4 SP No.2(flat) REACTIONS (Ib/size) 18=725/0-3-8 (min.0-1-8),12=2190/0-5-8 (min.0-1-8) Max Grav 18=975(LC 12),12=2472(LC 18) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3--3195/0,3-4--319510,4-5-331610,5-6-2426/524,6-7-2426/524,7-8=0/2517,8-9=0/2517,9-10=0/2517 BOT CHORD 18-20=0/1886,17-20=0/1886,17-21=0/3316,16-21=0/3316,16-22=0/3316,15-22=0/3316,15-23=0/3316,14-23=0/3316, 13-14-1228/1173,12-13=-1228/1173 WEBS 2-18=-2040/0,7-12=-2595/0,2-17=0/1422,7-14=0/2026,3-17-283/0,4-17=-610/388,10-12=-2791/0,5-14=1472/0, 5-15=28/293 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 1040-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase--1.00 Uniform Loads(plf) Vert:11-18=20,1-10=-100 Concentrated Loads(lb) Vert:10=1000 toss toss ype Y Upper Ridge Flats West Northampton,MA job 0013 140119598 Irus Floor 16 1 Job Reference(ootionafi Universal Forest Products Run:7.430 s Jul 25 2013 Print..7.430 s Jul 25 2013 Wek industries,Inc.Tue Jan 28 11:3129 2014 Page 1 ID:NPmnNdcdfHSPgJ4wwow BZzqud7JROWkLLw8hmP8cProChUa AKuwMbiGb yYdFFzgrwS 0-1-8 H1 I� 1F 1 8-I 1h-1$IF -I Scale=1:426 3x4= 4x8= 1.5x3 II 3x4= 1.5x3 11 3x6= 1-100 11 3x4= 1.5x3 11 4x8= 3x4 11 3x6 FP= 3x4= 1.54 11 3x6= 14 II 1 40 2 41 3 42 4 43 5 44 6 45 7 46 8 47 9 10 11 48 12 49 13 14 51 15 52 16 Tj I° 28 30 27 31 26 32 25 33 24 34 23 35 22 21 36 20 37 19 38 18 39 17 3x6= 3x8=1.54 II 1.54 Il 4x10= 4x10= 3x6 FP= 1.5x3 II 1.5x3 11 3x6= 3x6=_ 4x10= 13-0-0 26-0-0 13-0-0 13-" Plate Offsets(XYI: [4:0-1-8,Edgel,(5:0-1-8,Edge],('12:0-1-8,Edgel [13:0-1-8,Edge] LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.26 17-18 >598 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.3517-18 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 HOrz(TL) 0.03 17 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight:98 lb FT=4%F,41YoE LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BO- ' ORD 2x4 SPF 2100F 1.8E(flat) end verticals. WI 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REACTIONS (lb/size) 28=597/0-5-8 (min.0-1-8),23=1883/0-5-8 (min.0-1-8),17=604/03-8 (min.0-1-8) Max Grav28=847(LC 49),23=2133(LC 54),17=854(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 28-29-33410,1-29=-33410,16-17=-33610,2-41=2496/0,3-41=-249610,3-42-2496/0, 4-42=249610,4-43-2363/0,5-43=2363/0,5-44--1437/266,6-44--1437/286, 6-45=1437/266,7-45--1437/266,7-46-0/2747,8-46=0/2747,8-47=0/2747,9-47=0/2747, 9-10=-1437/266,10-11=1437/266,11-48-1437/266,12-48---1437/266,12-49-2364/0, 13-49=-2364/0,13-50-2496/0,14-50-2496!0,14-51=2496/0,15-51-2496/0 BOT CHORD 28-30=0/1653,27-30=0/1653,27-31=0/2363,26-31=0/2363,26-32=0/2363,25-32=0/2363, 25-33=0/2363,24-33=0/2363,2434=-874/203,23-34--874/203,23-35=-8741202, 22-35---874/202,21-22=-8741202,21-36--0/2364,20-36--0/2364,20-37=0/2364, .19-37=0/2364,19-38-0/2364,1838=0/2364,1"9=0/1656,17-39=0/1656 WEBS 8-23=-497/0,2-28---1781/0,7-23=-2605/0,2-27=0/1031,7-24=0/1987,3-27=-476/0, 6-24=-458/0,4-27-147487,5-24-1245/0,4-26=-305/66,5-25-11/273,15-17-1791/0, 9-23=-2607/0,15-18-0/1028,9-21=0/1987,14-18=1174/0,11-21=-458/0,13-18=-148/486, 12-21=124510,12-20-11/273,13-19=305/66 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 104)-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard I rus3 I ype QtY Ply Upper Ridge Flats West Northampton,MA 00141 4011959B F14GE Floor Supported Gable 4 1 Job Reference(optional) Univ 9rsal Forest Products Run:7.430 s Jul 25 2013 Prim 7.430 s Jul 25 2013 FATek Industries,Inc.Tue Jan 28 11:31:27 2014 Page 1 ID:NPmnMcOfHSPgJ4wwow BZzqud7-N3uW*gJfc4VhulFShne0Va5217gyEYNKFX3WAMzgrwU 1�2x4 II 7 2 3x4 11 Scale 1:7.7 Ti W1 W1 B12 c BL1 B1 4 6 3 3x4= 3x4= 1-8-0 r 1-8-0 LOADING(psf) SPACING 2-" CSI DER in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Weight:7 lb FT=4 9/oF,4 0/6E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc puriins, except BOT CHORD 2x4 SPF No.2(flat) end verticals. WE' 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REA-,+IONS (lb/size) 4=79/1-8-0 (min.0-1-8),3=8511-8-0 (min.0-1-8) Max Grav4=329(LC 8),3=335(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-311/0,1-5=310/0,2-3=321/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard lob Truss russ Type Qty ly Upper Ridge Flats West Northampton,MA 0012 14011959B F13 Floor 24 1 ' Job Reference(optional) Universal Forest Products -- _ Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 WYTek Industries,Inc.Tue Jan 28113126 2014 Page 1 ID:NPmnNdcofHSPgJ4wwow B7.zqud7-usKN6KJ1rmNgH8gG737nyMYn2jK/VuIAOO(zewzgrwv 0-1-8 H 1 2-0-0 r 1-9-8 Scale=1:45.3 30 11 4x8= 3x4= 1.54 11 3x8= 1.5X3 11 3x4= 3x4= 1.5X3 11 410= 3x10 MT2OH FP= 1.54 11 3x4= 1.54 11 3x6= 3x4 I I 1 40 2 41 3 42 4 43 TZ 44 6 45 7 46 8 479 10 48 11 49 12 13 51 14 52 15 53 16 1:20 to 28 30 27 31 26 32 25 33 24 34 23 22 35 21 36 20 37 19 38 18 39 17 3x6= 3x8= 1.5X3 II 1-'jx3 II 410= 4x10=3x6 FP= 410= 1.54 111.5x3 11 3x6= 3x6= 14-8-0 27-8-0 14-8-0 13-0-0 Plate Offsets(X,Y): f4:0-1-8 Edge1 [5'0-1-8 Edge) (12.0-1-8 Edge) [13-0-1-8 Edge) LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.31 27-28 >563 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.42 27-28 >412 240 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.05 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:103 lb FT=40/6F,4*/aE LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT('HORD 2x4 SPF 210OF 1.8E(flat) end verticals. Wr 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REACTIONS (lb/size) 28=709/0-5-8 (min.0-1-8),17=59510-3-8 (min.0-1-8),23=1980/0-5-8 (min.0-1-8) Max Grav28=959(LC 49),17=845(LC 23),23=2232(LC 15) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 28-29=337/0,1-29=337/0,16-17_33610,2-41=3140/0,3-41-314010,3-42-3140/0, 4-42=-3140/0,4-43---3112/0,5-43-311210,5-44---16621146,6-44--1662/146, 6-45=-16621146,7-45-16621146,7-46=0/3021,846=0/3021,8-47=0/3021,9-47=0/3021, 9-10=0/3021,10-48--14541422,11-48--1454/422,11-49--1454/422,12-49---14W422, 1 2-50-23 1 610,13-50-231610,13-51-2459/0,14-51=-2459/0,14-52=2459/0, 15-52=2459/0 BOT CHORD 28-30-0/1937,27-30=0/1937,27-31=013112,26-31=0/3112,26-32=0/3112,25-32=0/3112, 25-33=0/3112,2433-0/3112,24-34=-783/218,23-34--783/218,22-23=-1063/244, 22-35-1063/244,21-35-1063/244,21-36=0/2316,20-36=0/2316,20-37=0/2316, 19-37=0/2316,19-38=0/2316,18-38=0/2316,18-39-0/1636,17-39-0/1636 WEBS 8-23=496/0,2-28=208810,7-23=-2856(0,2-27=0/1438,7-24=0/2234,3-27--533/0, 6-24--42:>J43,4-27-269/376,5-24-1709/0,5-25=0/345,15-17=-1769/0,10-23=-2620/0I 15-18=0/1008,10-21=0/1999,14-18=-477/0,11-21=-457/0,13-18-131/509,12-21-1273/0, 12-20-51278,13-19=312159 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are MT20 plates unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard o rus3 Truss Type y Upper Ridge Flats West Northampton,MA 0011 140119598 F12B FLOOR 4 1 Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek Industries,Inc.Tue Jan 28113123 2014 Page 2 ID:NPmnNdcOtHSPqJ 4wwow_BZzqud7-UHfEUIG9Yr?FQhyhSxa4LkwJcWJ31WMkKv511 bzgrwY LOAD CASE(S) Standard Concentrated Loads(lb) Vert:8-1000 Horz:28=15000 a russ rus3 ype IW Ply Upper Ridge Flafs West Northampton,MA 0011 140119598 F12B FLOOR 4 1 Job Reference O nal Universal Fares[Products Run:7.430 s Jul 25 2013 Print 7.430 3 Jul 25 20131riTek Industries,Inc-Tue Jan 28113123 2014 Page 1 ID:NPmnNdcOfHSPgJ4wwow_BZzqud7-UHfEUIG9Yr F FQhyhSxa4LkwJcWJ31WMkKv51grwY 11b�zg 160 _H_ i 2-0-0 J i 'i r Scale=123A 3x4 11 3x8= 1.5x3 11 3x4= 1.5x3 11 5x16= 3x4 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 28 8 W3 0 16 13 17 12 18 11 19 10 20 3x6= 4x8= 1.5x3 11 1.54 II 4x12= 4x10= 14-8-0 14-8-0 Plate Offsets MY): (1 Edge 0-1-81 [4.0 1 8 Edgel f5:0-1-8 Edoe] f9'Edge 0-1-81 LOADING(ii SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(U-) -0.28 9-10 >615 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) 70.40 9-10 >435 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(fL) 0.06 9 n/a n/a Weight:69 Ill FT=49/6F,4 9/cE BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except T2:4x4 SP No.21 end verticals. BC 'ORD 2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W L 2x4 SPF Ill or 2x4 SPF Stud(flat)'Except W3:4x4 SP No.21 REACTIONS (lb/size) 14=788/0-3-8 (min.0-1-8),9=1928/0-5-8 (min.0-1-8) Max Horz 14=-1500115) Max Grav 14=1038(LC 4),9=2178(LC 29) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ill or less except when shown. TOP CHORD 1-14=34210,9-15=-1353/0,8-15=-1377/0,2-22-3484/0,3-22-3484/0,3-23=-3484/0, 4-23-3484/0,4-24=-3822/0,5-24=-3822/0,5-25-304610,6-25-3046/0,6-26--3051/0, 7-26=305810,7-27=0/1430,27-211 1430 BOT CHORD 14-16=0/3612,13-16=0/3612,13-17=0/5322,12-17=0/5322,12-18=0/5322,11-18=0/5322, 11-19=0/5322,10-19=0/5322,10-20=0/2568,9-20=0/2568 WEBS 7-9=-2593/0,2-14=2284/0,7-10=0/2271,2-13=0/1610,6-10-323/67,3-113=5011/01 5-1l 1177/0,4-13=6951204 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fatty model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. 9)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated loads)1500 Ill right at 14 0 0 on top chord. The design/selection of such connection devices)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-14=20,1-8=-100 Continued on page 2 toss toss ype y upper Ridge Flats�West Northampton,MA 0010 140119598 F12A Floor 10 1 Job Reference nal U niversal Forest Products Run:7.430 s Jul 25 2013 F'rud 7.430 s Jul 25 2013 FA TeX Industries,Inc.Tue Jan 2811 X122 2014 Pape 1 ID.NPmnNdcOfHSPgJ4wwow_BZzqud7-(L s yFXnYtOoXNVuE3roW08d6_PZ6?b6FMIV9zgrwZ 160 J Scale=123.5 3x4 II 4x8 3x4= 1.54 11 3x8= 2x4 11 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 8 o 6 1 16 13 17 12 18 11 19 10 20 3x6= 410= 1.5x3 II 1.54 II 4x10= 4x10= 14$-0 14-8-0 Plate Offsets 1:Ed e 0 1-8 4:0-1 8 Ed a 5:0 1 8 Ed a 9:Ed a 0-1 8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.29 9-10 >600 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.40 9-10 >429 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(fL) 0.05 9 n/a n/a Weight:62 lb FT=4%F,4%E BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 285OF 2.3E(flat) end verticals. W' 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except* BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. W3:4x4 SP No.2(flat) REACTIONS (Ib/size) 14=87510-3-8 (min.0-1-8),9=1840/0-5-8 (min.0-1-8) Max Grav 14=1125(LC 4),9=2090(LC 29) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=338/0,9-15=1318/0,8-15-1341/0,2-22-3881/0,3-22-3881/0,3-23-3881/0, 4-23=3881/0,4-24=-4539/0,5-24--4539/0,5-25=-4045/0,6-25=-404510,6-26=-4045/0, 7-26=404510 BOT CHORD 14-16=012331,13-16=0/2331,13-17--0/4539,12-17--0/4539,12-18=0/4539,11-18--0/4539, 11-19--0/4539,10-19=0/4539,10-20=0/2586,9-20--0/2586 WEBS 7-9=-2574/0,2-14-2521/0,7-10-0/1710,2-13=0/1804,6-10=-480/0,3-13 466!7, 5-10=-874/0,4-13=-1041/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 104)-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase--1.00 Uniform Loads(plf) Vert:9-14-20,1-8=100 Concentrated Loads(lb) Vert:8­11000 Job russ Truss Type y Upper Ridge Flats West Northampton,MA 0009 140119596 F12 Floor 14 Job Reference o 'onal Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 FA ek IndustrM,kw.Tue Jan 28 11:3122 2014 Page 1 IDNPmnNdcoMPgJ4wwow BZzqud7.055sGyFXnYtOoXNVuE3roW07c6yKZ64b6F�M,I�V,g9zgrwZ r 2-0-0 1-8-0 -H- ScWe:1/2"=1' 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 1.5x3 II 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 8 I f ����� 0 ' I n"9�t I 15 q 16 13 17 12 18 11 19 10 20 3x6= 4x10= 1.5x3 II 1.5x3 II 4x10= 3x6= 14-8-0 14-8-0 Plate Offsets KY): [1-Edge 0 1-81 [4.0 1 8 Edgel (5:0-1-8 Eduel LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase . 1.00 TC 0.54 Vert(LL) -0.33 13-14 >527 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.4613-14 >378 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009frPI2007 (Matrix) Weight:54 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-"oc pudins, except BOT^HORD 2x4 SPF 2100F 1 AE(flat) end verticals. Wf 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=865/0-3-8 (min.0-1-8),9=859/0-5-8 (min.0-1-8) Max Grav 14=1115(LC 4),9=1109(LC 29) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=338/0,9-15=-336/0,B-15---336/0,2-22=3841/0,3-22-3841/0,3 23=3841/0,4-23=3841/0,424 4447/0, 5-24=-4447/0,5-25-3841/0,6-25--3841/0,6-26=-3841/0,7-26---3841/0 BOT CHORD 1416=0/2309,13-16=0/2309,13-17-0/4447,12-17=0/4447,12-18=0/4447,11-18=0/4447,11-19-0/4447,10-19-0/4447, 10-20=0/2306,9-20=0/2306 WEBS 7-9-2489/0,2-14-2497/0,7-10=0/1789,2-13-0/1785,6-10=-476/6,3-13--474f7,5-10-999/0,4-13=999/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVrF`I 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0 cuss niss y� y �U;per Ridge Flats west Northampton,nnn 0008 1 1 FLOOR 1a Reference o 'onal _Universal Forest Products Run:7.430 c Jul 25 2073 wOW . 0 s Jamul WP�� wD5VBAume8uwoMIt8PH75uq Pagel IDNPmnNdcOfHSPgJ4wwow_BZzq 2-00 1-6-1 r Scale=126.4 3x4 11 3x8= 1.5x3 11 3x4= 3x4= 1 Sx3 I 4x8= 3x6 FP= 3x4 11 4x8= 1 2 3 4 5 6 7 8 9 10 19 0 20 17 21 16 22 15 23 14 13 24 11 3x6= 3x8= 1.5x3 11 1.5x3 11 4x10= 3x6 FP= 4x12= 3x4= 14-4-9 16-4 0 14-49 1-11-7 Plate Offsets 1:Ed a 0-1-8 4:0-1-8 E e 5:0-1-8 E e 10:0-3-8 E e LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 17-18 >557 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.4217-18 >408 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.04 12 n/a n/a Weight:65 lb FT=4%F,40/a E BCDL 10.0 Code IBC2009lfP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BO" 'fORD 2x4 SPF 210OF 1.BE(flat) end verticals. W L 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:4x4 SP No.2(flat) REACTIONS (lb/size) 18=725/0-3-8 (min.0-1-8),12=2190/0-5-8 (min.0-1-8) Max Grav 18=975(LC 12),12=2472(LC 18) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-3195/0,3-4=319510.4-5-331610,5-6=-24261524,6-7=24261524,7 6,15-22--0/3316,15-23=0/3316,14-23=0/3316,-8--0/2517, 517, 2517,9-10=012517 BOT CHORD 18-20--0/1886,17-20--0/1886,17-21=0/3316,16-21=0/3316,16-22=0/331 13-14-122811173,12-13=-1 22811173 WEBS 2-18=2040/0,7-12=259510,2-17=0/1422,7-14=0/2026,3-17=-283/0,4-17---610/388,10-12-2791/0,5-114-11472A 5-15=28/293 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-20,1-10=-100 Concentrated Loads(lb) Vert:10=-1000 OTC TF::E NSS ype y Upper Ridge F�West Northampton,MA 40119598 Floor Supported Gable 4 1 00071 Job Reference(optional) 1 Universal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 MTek Industries,Inc.Tue Jan 28 1131:19 2014 Page 1 ID:NPmnNdcOFHSPgJ4wwow BZzqud7-cWPkexDeUdVgx4ewD5V8Aumh2u54MxO BPH75ugzgrwc 11 2x4 II 7 2 3x411 Scale=1.7.7 T1 W1 W1 B12 0° F.L, all MEMO= 4 6 3 3x4= 3x4= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - r✓a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:7 lb FT=4%F,4 9/cE LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc;purlins, except BOT CHORD 2x4 SPF No.2(flat) end verticals. WEr" 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing_ REA_.rONS (lb/size) 4=79/148-0 (min.0-1-8),3=85/1 8-0 (min.0-1-8) Max Grav4=329(LC 8),3=335(LC 4) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5—311/0,1-5—310/0,2-3=321/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSVrPI 1. 8)This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Recommend 2x6 stongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard russ runs ype ..r I! •, IJ )l 19591B F03A Floor I16 I 1 fob Reference(op6onal) 7 ___.__. _ _-__ . .__-_.-.�_._._ _ .._ __ o.,.... n'r rsal Forest Products - Run:7.430 5 JU125 2013 F nrtt i.aw s rug[p emu»rvi eR nousu a,.ww u�+�.�o °ate. ID:NPmn NdcO(HSPgJ4wwow_B7iqud7-7KrLRbC0jJN7JWjfQ vegDSfVcOdlt?BdOXMNzgrwd 0-1-8 H 1- 2-0-0 I f'-�11F 1$I 1F�$ F1 0-o I Scale=1:426 3x4= 4x8= 1.54 11 3x4= 1.5x3 II 3x6= 1.5x3 11 3x4= 1.5x3 II 4x8= 3x4 II 3x6 FP= 3x4= 1.54 11 3x6= 3x4 II 1 40 2 41 3 42 4 43 5 44 6 45 7 46 8 47 9 10 11 48 12 49 13 14 51 15 52 16 to 28 30 27 31 26 32 25 33 24 34 23 35 22 21 36 20 37 19 38 18 39 17 3x6= 3x8=1.54 II 1.54 II 4x10= 4x10= 3x6 FP= 1.50 11 1.5x3 II 3x6= 3x6= 4x10= 13-" 26-0-0 13-0-0 13-0-0 Plate Offsets(XY): f4.0 1-8 Edge] f5:0 1 8 Edge] f12:0 1-8 Edge] (1370-1-8 Eda-el LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.26 17-18 >598 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.35 17-18 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:981b FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BO' 'IORD 2x4 SPF 2100F 1.SE(flat) end verticals. WE 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REAC11ONS (lb/size) 28=597/0-10-4 (min.0-1-8),23=188310-5-8 (min.0-1-8),17--W4/0-3-8 (min.0-1-8) Max Grav28•=847(LC 49),23=2133(LC 54),17=854(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 28-29=334/0,1-29=-334/0,16-17-33610,2-41-2496/0,3-41-2496/0,3-42=-2496/0, 4-42=-249610,4-43=-2363/0,5-43-2363/0,5-44-1437/266,6-44--1437/266, 6-45-1437/266,7-45=1437/266,7-46=0/2747,8-46=0/2747,8-47=0/2747,9�7=0/2747, 9-10=-1437/266,10-11-1437/266,11-48=1437/266,12-48=-1437!266,12-49=2364/0, 13-49-2364/0,13-50=-2496/0,14-50=2496/0,14-51=2496/0,15-51=2496/0 BOT CHORD 28-30=0/1653,27-30=0/1653,27-31=0/2363,26-31=0/2363,26-32=0/2363,25-32=0/2363, 25-33=0/2363,24-33=0/2363,24-34=-874/203,23-34--874/203,23-35--874/202, 22-35=-874/202,21-22--874/202,21-36=0/2364,2D-36--0/2364,20-37-0/2364, 19-37=0/2364,19-38--0/2364,18-3M- /2364,18-39--0/1656,17-39=0/1656 WEBS 8-23=-497/0,2-28-1781/0,7-23-2605/0,2-27-0/1031,7-24=0/1987,3-27=476/0, 6-24=-458/0,4-27-1 47/487,5-24=4 245/0,4-26-305166,5-25=-11/273,15-17-1791/0, 9-23-2607/0,15-18-0/1028,9-21=0/1987,14-18=474/0,11-21--458/0,13-18=-148/486, 12-21=1245/0,12-20-11/273,13-19-305166 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with five and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 1040-0 oc and fastened to each truss with 3-104(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard P0�11 russ ype y Upper Ridge Rats West Northampton,MA 00(1,5 9598 Boor 24 1 Job Reference O naI Universal Forest Products ITruss; Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 FA I 8 1000S1f1e5,Inc I ue Jan 281131:152014 Page 1 ID:NPmnNdcotHSPgJ4wwow_BZzqud7-'IADoZASRO?OSSK8_GRCO2bvgHZYQwbZUf9113zgrw9 0-1-8 i 1l i- H� 1-9-8 2'0'0 � 'r -, Scale=1:45.3 3x4 11 48= 3x4= 1.5x3 11 3x8= 1.5x3 11 3x4= 3x4= 1.5x3 11 410= 3x10 MT20H FP= 1.5x3 11 3x4= 1.5x3 I I 3x6= 3x4 11 1 40 2 41 3 42 4 43 44 6 45 7 46 8 479 10 48 11 49 12 13 51 14 52 15 53 16 I° 28 30 27 31 26 32 25 33 24 34 23 22 35 21 36 20 37 19 38 18 39 17 3x6= 3x8= 1.54 11 1.54 II 4x10= 4x10=3x6 FP= 410= 1_W 111.54 11 3x6= 3x6= 14-8-0 27-8-0 14-8-0 13-0-0 Plate Offsets(X,Y): [4.0 1-8 Edge( [5:0-1 8 Edge( [12-0-1-8 Edgel [13:0-1-8 Edgel - LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.31 27-28 >563 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.42 27-28 >412 240 MT20H 1481108 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.05 17 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight:103 lb FT=4*/oF,496E LUBBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BO- AORD 2x4 SPF 210OF 1.8E(flat) end verticals. Wi 2x4 SPF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing, Except: 6-0-0 oc bracing:23-24,21-23. REACTIONS (Ib/size) 28=709/0-10-4 (min.0-1-8),17=59510-3-8 (min.0-1-8),23=1980/0-5-8 (min.0-1-8) Max Grav28=959(LC 49),17=845(LC 23),23=2232(LC 15) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 28-29-337/0,1-29-337/0,16-17-336/0,2-41=-3140/0,3-41-3140/0,3-42=3140/0, 4-42=3140/0,4-43-311210,5-43-311210,5-44--16621146,6-44--1662/146, 6-45=-1662/146,7-45--16621146,7-46=0/3021,8-46=0/3021,8-47=0/3021,9.47=0/3021, 9-10=0/3021,10-48--14541422,11-48--1454/422,11-49-1454/422,12-49=-1 454/422, 12-50-2316/0,13-50=-2316/0,13-51=2459/0,14-51-2459/0,14-52-2459/0, 15-52=2459/0 BOT CHORD 28-30-0/1937,27-30=0/1937,27-31=0/3112,26-31=0/3112,26-32=0/3112,25-32=0/3112, 25-33=0/3112,24-33=0/3112,24-34-783/218,23-34--783/218,22-23=-1063/244, 22-35=-10631244,21-35-1063/244,21-36--0/2316,20-36=0/2316,20-37=0/2316, 19-37=0/2316,19-38=0/2316,18-38=0/2316,18-39=0/1636,17-39=0/1636 WEBS 8-23=496/0,2-28--2088/0,7-23-285610,2-27-0/1438,7-24=0/2234,3-27=533/0, 6-24=-422143,4-27=269/376,5-24=-1709/0,5-25=0/345,15-17=1 769/0,10-23-2620/0, 15-18-0/1008,10-21=0/1999,14-18=-477/0,11-21--457/0,13-18=1 31/509,12-21=-1 273/0, 12-20=-5/278,13-19=312/59 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are MT20 plates unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 1040-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard mom Job russ I russ I ype Uty Ply Upper Ridge Rats west Northampton,MA 000a 140119598 F02B FLOOR 4 1 Job Reference(optional Universal Forest Products Run:7.430 s Jul 25 2013 Prim 7.430 s Jul 25 2013 LfTek Industries,Inc.Tue Jan 281131:13 2014 Page 4 ID:NPmnNdcOfHSPgJ4wwow BZzqud7-nM2SOt8t vnlgD9BmwOfoWM7Uvjy?tGiLgmgAzgrvA LOAD CASE(S) Standard Concentrated Loads(lb) Vert:8=11000 12=-250 Horz:28=1500(F) 27)—in Moving Load:Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:9-14-20,1-8=-100 Concentrated Loads(lb) Vert:8=11000 11=-250 Horz:28=15000 28)25th Moving Load:Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:8-1000 10=250 Horz:28=15000 29)26th Moving Load:Lumber Increase--1.25,Plate Increase--11.25 Uniform Loads(plf) Vert:9-14-20,1-8=-100 Concentrated Loads(lb) Vert:9=-250 8--1000 Horz:28=15000 'ooy toss toss ype y Upper Ridge F1aAS west Northampton,MA 0004 140119598 F026 FLOOR 4 1 Job Reference o nal Universal Forest Products Run:7.430 s JuI 25 2013 Print 7.430 s JuI 25 2013 Wok Industries,trio.Tue Jan 281131:13 2014 Page 3 IDNPmnNdcOfHSPgJ4wwow_BZzqud7-nM2SOt8tvnlgD9BmsrOladVvb7Uvjy?tG1 LgmgAzgrwt LOAD CASE(S) Standard 14)11th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 *'arm Loads(plf) Vert:9-14-20,1-8=100 ,,,uncentrated Loads(lb) Vert:8=1000 3=-250 Harz:28=1500(F) 15)12th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:8=-1000 4-250 Harz:28=15000 16)13th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14=-20,1-8=100 Concentrated Loads(lb) Vert:8=-1000 5=-250 Harz:28=1500(F) 17)14th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14=-20,1-8=-100 Concentrated Loads(lb) Vert:8=-1000 6=-250 Harz:28=1500(F) 18)15th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:8=-1000 7=-250 Harz:28=1500(F) 19)16th Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:8=-100016=250 Harz:28=1500(F) 20)17th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14--20,1-8=-100 centrated Loads(lb) Vert:8--1000 17=-250 Harz:28=1500(F) 21)18th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14=-20,1-8--100 Concentrated Loads(lb) Vert:8=-1000 18=-250 Harz:28=15000 22)19th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14--20,1-8=-100 Concentrated Loads(lb) Vert:8=-1000 19=250 Harz:28=1500(F) 23)20th Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14--20,1-8--100 Concentrated Loads(lb) Vert:8=-1000 20=-250 Harz:28=1500(F) 24)21st Moving Load:Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14--20,1-8-100 Concentrated Loads(lb) Vert:14-250 8--1000 Harz:28=1500(F) 25)22nd Moving Load:Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:9-14--20,1-8--100 Concentrated Loads(lb) Vert:8-1000 13=-250 Harz:28=1500(F) 26)23rd Moving Load:Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14=-20,1-8=-100 Continued on page 4 Job HISS w—w YPe y Upper Ridge Flats West Northampton,MA 0004 140119598 F02B FLOOR 4 1 ,lob Reference o nal Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek Industries,Inc-Tue Jan 281131:13 2014 Page 2 IDNPmnNdcOfi4SPgJ4wwow_BZzqud7-nM2SOtBWIgD96msrOb dWb7Uvjy?tG1 LgmgAzgrwi LOAD CASE(S) Standard Uniform Loads(plf) Vert:9-14-20,11-8=11 00 :ntrated Loads(Ib) Vert:8-11000 Horz:28=15000 2)1 st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-14=-20,1-5=-100,5-8-20 Concentrated Loads(lb) Vert:8=333 Horz:28=1500(F) 3)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-114-20,11-4=20,4-8=-1100 Concentrated Loads(lb) Vert:8-1000 Horz:28=1500(F) 4)1 st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14=20,1-8=1 00 Concentrated Loads(lb) Vert:1=-250 8=-I 000 Horz:28=1500(F) 5)2nd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-114=20,11-8=1 00 Concentrated Loads(Ib) Vert:8=-1 000 21=250 Horz:28=15000 6)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14=20,1-8=100 Concentrated Loads(lb) Vert:B-1 000 22-250 Horz:28=1500(F) 7)4th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plt) Vert:9-114=20,1-8=-1 00 Concentrated Loads(lb) Vert:8-1000 23-250 Horz:28=1500(F) 8)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:9-14-20,1-8=100 Concentrated Loads(lb) Vert:8-11000 24=-250 Horz:28=1500(F) 9)6th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14-20,1-8=100 Concentrated Loads(lb) Vert:8-1000 25=-250 Horz:28=1500(F) 10)7th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14=-20,1-8=1 00 Concentrated Loads(lb) Vert:8=1000 26=-250 Horz:28=1500(F) 11)8th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-114=20,1-8=-1 00 Concentrated Loads(lb) Vert:8-1000 27=250 Horz:28=1500(F) 12)9th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-114-20,11-8-1100 Concentrated Loads(lb) Vert:8-1250 Horz:28=1500(F) 13)10th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:9-14-20,1-8=100 Concentrated Loads(lb) Vert:8-1000 2-250 Horz:28=1500(F) Continued on page 3 Jam- NsS toss Type y Upper Ridge Flats West Northampton,AM 0004 140119598 F028 FLOOR a 1 Job Reference(optional) Universal Forest Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek Industries,Inc.Tue Jan 281131:13 2014 Page 1 ID:NPmnNdcOff4SPgJ4wwow BZzqud7-nM2SOt8NnigD9BmsrOkxdWb7Uvjy'4GILgmgAzgrvA 2-0-0 Scale=123.4 3x4 11 3x8= 1.5x3 11 3x4= 1.54 11 5x16= 3x4= 1 21 2 22 3 23 4 24 53x4 25 6 26 7 27 28 8 W3 16 13 17 12 18 11 19 10 20 3x6= 48= 1.54 II 1.54 II 4x12= 410= 14-8-0 14-8-0 Plate Offsets(X l): [1:Edge 0-1-81 [4:0-1-8 Edgel [5:0-1-8 Edge! [9:Edae,0-1-81 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Verl(LL) -0.28 9-10 >615 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.40 9-10 >435 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 HOrz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:69 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except T2:4x4 SP No.2(flat) end verticals. B( !ORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEr.� 2x4 SPF No.2 or 2x4 SPF Stud(flat)`Except` W3:4x4 SP No.2(flat) REACTIONS (lb/size) 14=78810-3-8 (min.0-1-8),9=1928/0-8-2 (min.0-1-8) Max Horz 14=1500(LC 15) Max Grav 14=1038(LC 4),9=2178(LC 29) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-342(0,9-15-1353/0,8-15=-1377/0,2-22-3484/0,3-22=-3484/0,3-23=3484/0, 4-23=-3484/0,4-24-3822/0,5-24=-3822/0,5-25-3046/0,6-25=304610,6-26=ti3051/0, 7-26-305810,7-27=0/1430,27-28=0/1430 BOT CHORD 14-16 /3612,13-16=0/3612,13-17=0/5322,12-17-0/5322,12-18=0/5322,11-18=0/5322, 11-19-0/5322,10-19=0/5322,10-20=0/2568,9-20=0/2568 WEBS 7-9-2593/0,2-14-2284/0,7-10=0/2271,2-13=0/1610,6-10-323/67,3-13--501 A 5-10=-1177/0,4-13---695/204 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1500 lb right at 14-"on top chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)D-ad+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 JOB rus8 Truss Type y Upper Ridge Flats West Northampton,MA 00031 14011959B F02A Floor 10 1 h _ _ Job Reference(optional) Universal Fares[Products Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 MTek Industries,Inc Tue Jan 281131:12 2014 Page 1 IDNPmnNdcOtHSPgJ4wwow BZzqud7,JAU4AX8F8Tdpb?caJ7tVOPz084a3DbX6ohpxD�8kkzgr wj - Scale=123.5 3x4 11 4x8= 1.5x3 11 3x4= 1.53 11 3x8= 2x4 II 1 21 2 22 3 23 4 24 53x4— 25 6 26 7 27 8 n o 0 1 16 13 17 12 18 11 19 10 20 3x6= 410= 1.54 11 1.54 11 4x10= 4x10= 14-8-0 14-8-0 Plate Offsets(X Y)• t1 Edge 0-1-81 (4-0-1-8 Edgel (5:0-1-8 Edgel 19•Edge 0-1-81 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.29 9-10 >600 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.40 9-10 >429 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 HOrz(fL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight:62 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-"oc pudins, except BO -40RD 2x4 DF 285OF 2.3E(flat) end verticals. W 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. W3:4x4 SP No.2(flat) REACTIONS (lb/size) 14=87510-3-8 (min.0-1-8),9=1840/0-8-2 (min.0-1-8) Max Grav 14=1125(LC 4),9=2090(LC 29) FORCES (lb)-Max.CompJMax.Ten.-Ail forces 250(lb)or less except when shown. TOP CHORD 1-14-33810,9-15-1318/0,8-15-1341/0,2-22-3881/0,3-22-3881/0,3-23=3881/0, 4-23-3881/0,4-24--4539/0,5-24=-4539/0,5-25-404510,6-25=4045/0,6-26-404510, 7-26=-4045/0 BOT CHORD 14-16-0/2331,13-16=0/2331,13-17=0/4539,12-17-0/4539,12-18=0/4539,11-18=0/4539, 11-1 9=014539,10-19=0/4539,10-20=0/2586,9-20=0/2586 WEBS 7-9-2574/0,2-14=2521/0,7-10=0/1710,2-13=0/1804,6-10=-480/0,3-13=-466!7, 5-10-874/0,4-13-1041/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase--1.00 Uniform Loads(plf) Vert:9-14--20,1-8--100 Concentrated Loads(lb) Vert:8=-1000 ro6— Truss Type y Upper Ridge Pals West Northampton,MP 00021 140119598 F02 Poor 14 1 Job Reference(optional) Universal Forest Products —_— - Run:7.430 s Jul 25 2013 Print 7.430 s Jul 25 2013 NYTek Industries,Inc.Tue Jan 281131:10 2014 Page 1 ID:NPmnNdcOfHSPgJ4wwow BZzqud7-MnMIQs6?csM5MhSBBir1J__u4fGublhlgLOS64rzgrwl 2-0-0 _1;6 0 I 0N Scale=1:23.5 3x4 11 4x8= 1.5x3 11 3x4= 1.54 11 3x8= 2x4 If 1 21 2 22 3 23 4 24 53x4— 25 6 26 7 27 8 0 1 16 13 17 12 18 11 19 10 20 3x6= 410= 1.54 11 1.54 11 4x10= 4x10= 14-8-0 148-0 Plate Offsets(X,1): [1•Edge 0-1-81 (4.0-1-8 Edoe] F5:0-1-8,Edge],19•Edoe 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.29 9-10 >600 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.40 9-10 >429 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:62 lb FT=4%F,4%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BO' -'-lORD 2x4 DF 285OF 2.3E(flat) end verticals. WI 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3:4x4 SP No.2(flat) REACTIONS (lb/size) 14=87510-3-8 (min.0-1-8),9=1840/0-8-2 (min.0-1-8) Max Gray 14=1125(LC 4),9=2090(LC 29) FORCES (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14-33810,9-115-1341310,8-15=-1341/0,2-22=-3881/0,3-22-3881/0,3-23-3881/0, 4-23=-3881/0,4-24=-4539/0,5-24=-4539/0,5-25--4045/0,6-25-4045/0,6-26---4045/0, 7-26=-4045/0 BOT CHORD 14-16=0/2331,13-16=0/2331,13-17=0/4539,12-17=0/4539,12-18=0/4539,11-18--0/4539, 11 A 9-0/4539,10-19=0/4539,10-20=012586,9-20=0/2586 WEBS 7-9-2573/0,2-14=2521/0,7-10=011710,2-13=0/1 804,6-10=-48010,3-13--466f7, 5-10=874/0,4-13=-1 041/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid p'itchbreaks including heels"Member end fairy model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber lncrease=1.00,Plate Increase--1.00 Uniform Loads(plf) Vert:9-14--20,1-8--100 Concentrated Loads(lb) Vert:8-1000 3` Truss nrss ype , utxn 1,01 1959B F01 FLOOR 14 1 Job Reference(optional) Jniversal Forest Products Run:7.430 s Jul 25 2013 Print:7.430 s Jul 25 2013 A4 rek industries,rrrc. rue Jan 28 11:31.1 2014 rage, ID:N PmnNdeDfHSPgJ4wwow_BZzqud7-ubpyY W5NrYEEkX t?d?KomnLwgsVgODPg6WLZX�P,gzgrwm 2-0-0 1 6 1 1---0-15 i f1- Scale=1 X6.4 3x4 If 3x8= 1.54 11 3x4= 3x4= 11.5411 4x8= 3x6 FP= 3x4 II 48= 1 2 3 4 5 6 7 8 9 10 TO 190 20 17 21 16 22 15 23 14 13 24 11 3x6= 3x8= 1.5x3 II 1.5x3 II 4x10= 3x6 FP= 4x12= 3x4= 14-49 16 4 0 14 4 9 1-11-7 Plate Offsets(X Y)• [1•Edge 0 1-81 [4-0-1-8 Edael f5.0-1-8 Edael [10-0-3-8 Edoel LOADING(psf) / SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 � Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 17-18 >557 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.4217-18 >408 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(fL) 0.04 12 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:65 lb FT=4%F,4�oE LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT -40RD 2x4 SPF 2100F 1.BE(flat) end verticals. W 1 2x4 SPF No.2 or 2x4 SPF Stud(flat)'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:4x4 SP No.2(flat) REACTIONS (lb/size) 18=725/0-3-8 (min.0-1-8),12=2190/0-8-2 (min.0-1-8) Max Grav 18=975(LC 12),12=2472(LC 18) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-319510,3-4 3195/0,4-5-331610,5-6=242&524,6-7-2426t524,7-8=012517,8-9=0/2517,9-10=0/2517 BOTCHORD 18-20=011886,17-20--0/1886,17-21=0/3316,16-21--013316,16-22=0/3316,15-22=0/3316,15-23--0/3316,14-23=0/3316, 13-14-1228/1173,12-13=-1 228/1173 WEBS 2-18-2040/0,7-12-259510,2-17=0/1422,7-14=0/2026,3-17=-283/0,4-17=-010/388,10-12=-2791/0,5-14=-1 47210, 5-15=28/293 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-" oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18-20,1-10=100 Concentrated Loads(lb) Vert:10-1000 I i `1 : I e g ! ! sf i 9 1 y II I } I t% I :> is I : t � 3 � y m 3 s o 3 5 , R i 3 ! ! a } I q F226 -! I _ : t1 I N : I I I n : I , i :: Yircec,,.^a��-.�.m..a�.++mmaw.--..-•a.-r-.{J a i i ! i r c a m u•rc er H 0 sv r A W N .bb Neaaw 6ATRU55 PLACpAEf/T OVaGRI:lI OtIY,ll:ue OamssnGeYPaeE ei,Jrb!sl 4:iW9 amWwbb M Upper Ridge Flats West Bldg. ,�:h, ,,, ., „o�,,°k �,d„ : .,P b.-MV e»:we.m e,Q syaa:,.m a e.ew eases...Th.a.qe d s.b..*:nwA saws`aa:ase n.,a.e,we:a:e umd IJFP Belch @rtown LL HiN Wright Builders wM b. d!p EJEYq AdD fa WMpiC�c�Win. 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E t:t I G i 3 i 1 q Q i R a i 3 3 if N t I . t: , sf � i L N E:t t I€ iit I€ 1:1 I F ! iF k j ,a Ili I ! iii I F I t c a ' merr sr v W A N Job tome B A YNUBS PIA®,1Ntf DY1titAAr orar.1Me Wew Ye nee41ta r nahk. d..mtnpaw4 W a Upper Ridge Flats West Bldg. 'O'd`'a..„ °V6,.,�:." -�������� M rvi ena bar epsn ene b ti awel YuGea 71.du4o d h Yus oAVeA rAUxn�duod9lries.I,s,e, tamef UFP Belchertown, LL v " wt e�i "d ood MMe'AVeb01e fools b Top Plate bYbAn 7!7 OYkiab QAC Ih6aa�W19t19.6 h+M mpvaWlY d Oe 01/30/14 05:54:26 �aasa �a iw f s~ afb Dwww W O b.a wd W c mlhH,gMMep fperJkaaos aM dealpa uwwlP et Pod We ea nd be—P baMWa, e A Universal Forest Products Company For Approval Wn CL°MTCKdLLOXIOI%RVM ACC MJSSE NANY"' cnmPa'.101t W NOT Uff.IgiCN.0Ni1,OA OTl6lMSE'f1@AR'YAMFAGR6tm DdIS5E5 M ANY WAY 1SM1t.+lNNax Mtl WirlaAma,]LT.elT.j llera+i1i-'A}esf— — ............. ........ PU WMrTENAUON1flSATKNOYAt1Ce4SEDPf1OFESS WNAt_OESMN TEDRYU UMP Mo) REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 14011959B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy INVOICE# U" Belchertown, LLC TERMS 1 F Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy SALES REP Brian Tetreault Phi _.413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K.Miles-Hatfield JOB NAME:Upper Ridge Flats West Bldg. LOT# SUBDIV: 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Residential Hatfield,MA 01038 DELIVERY INSTRUCTIONS: (413)247-8314 Village Hill-Wright Builders SPECIAL INSTRUCTIONS: 'Based on 90%Pricing Set. Northampton,MA 'Drawings provided are preliminary only and not for approval. BY DATE GILDING DEPARTMENTIOVERHANG INFd HEEL HEIGHT 00-0403 REQ.LAYOUTS REQ.ENGINEERING QUOTE BT1 01/30/14 of Trusses END CUT RETURN LAYOUT / / PLUMB NO GABLE STUDS 24 IN__0C NONE NONE CUTTING BT1 01/30/14 FLOOR TRUSS SPACING:24.0 IN.O.C_(TYP.) 1.00 FLOOR QTY DEPTH BASE O/A IEND TYP INT BEARING CANTILEVER STUB UNIT TOTAL 3ROFILE PLY ID SPAN SPAN ILEFr IRIGHT1 SIZE I LOCATION LEFT RIGHT LEFT RIGHT PRICE PRICE 01-00-00 4 F24GE 1 01-08-00 01-08-00 I FLOOR SUB-TOTAL: TEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL FT-IN-16 PRICE PRICE 8 1-Hanger HJC26 51 Hanger I JL24 8 I Hanger I SKH24R ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL REQ.QUOTE DATE ! / ORDER# ORDER DATE / / QUOTE# 14011959B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy INVOICE# UFp Belchertown, LLC I TERMS 1! Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT I Andy SALES REP Brian Tetreault Ph. , 413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K.Miles-Hatfield JOB NAME:Upper Ridge Flats West Bldg. LOT# SUBDIV: 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Residential Hatfield,MA 01038 DELIVERY INSTRUCTIONS: (413)247-8314 Village Hill-Wright Builders SPECIAL INSTRUCTIONS: 'Based on 90%Pricing Set. Northampton,MA 'Drawings provided are preliminary only and not for approval. BY DATE ILDING DEPARTME 7� 'VERHANG INF HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE BT1 01/30/14 )f Trusses ND uT RETURN NONE NONE LAYOUT //LUMB NO GABLE STUDS 241N.OC I CUTTING BTi 01/30/14 1.00 FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) FLOOR QTY DEPTH BASE O/A END TYPE INT BEARING CANTILEVER STUB UNIT TOTAL 'ROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT LEFT RIGHT PRICE PRICE 01-00-00 14 F01 16-04-00 16-04-00 01-W15 01-00-00 14 F02 14-08-00 14-08-00 00-01-15 M;M=XSZ2=S3 01-00-00 10 F02A 14-08-00 14-08-00 00-01-15 01-00-00 4 F02B 14-08 00 14-08-00 00-01-15 01-00-00 _ 24 F03 27-woo 27-08-00 01-00-00 F 16 03A 26-00-00 26-00-00 01-00-00 4 F04GE 01-08-00 01-08-00 01-00-00 14 F11 16-04-00 16-04-00 3 01-08-00 01-00-00 14 F12 14-08-00 14-08-00 SZ21=59� 01-00-00 10 F12A 14-08-00 14-08-00 s 01-00-00 4 F1212 6 14-08-00 14-08-00 ® 01-00-00 24 F13 27-08-00 27-08-00 16 F13A 26-00-00 26-00-00 01-00-00 4 F14GE 01-08-00 01-08-00 r 3 01-00-00 14 F21 16-04-00 16-04-00 01-08-00 01-00-00 14 F22 14-08-00 14-08-00 s� 01-00-00 10 F2222 A 14-08-00 14-08-00 01-00-00 4 F22B 14-08-00 14-08-00 oi-oo 00 241 F23 27-08-00 27-08-00 01-00-00 16 F23A 26-00-00 26-00-00 Mol REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 14011959B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy INVOICE# UFP B el.chertown, LLC TERMS 11 Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy SALES REP Brian Tetreault Phi.. .413-323-7247 Fax:413.323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.IG Miles-Hatfield JOB NAME:Upper Ridge Flats West Bldg. LOT# SUBDIV: 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Residential Hatfield,MA 01038 DELIVERY INSTRUCTIONS: (413)247-8314 Village Hill-Wright Builders SPECIAL INSTRUCTIONS: 'Based on 90%Pricing Set Northampton,MA 'Drawings provided are preliminary only and not for approval. BY DATE III-DING DEPARTME OVERHANG INFO] HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING I QUOTE I BT1 01/30/14 of Trusses END CUT RETURN LAYOUT 1 / / PLUMB No GABLE STUDS 24 IN.OC NONE NONE CUTTING I BT1 01/30/14 100F TRUSSES LOADING TCLL-TCDL-BCLL-BCDL sTaess 11 ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 55-0,10.0,0.0,10.0 1.15 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN roP BoT LEFT RIGHT LEFT RIGHT PRICE PRICE JACK-CLOSED 6 4.24 0.00 CJ01 04-01-07 04-01-07 2 X 8 2 X 8 04-00-13 DIAGONAL HIP 2 4.24 0.00 CJ01A 0401-07 04-01-07 2 X 8 2 X 8 2 GABLE 2 Ply 6.00 0.00 G01 AGE 36-00-00 36-00-00 2 X 4 2 X 6 02-10-08 2 GABLE 2 Ply 6.00 0.00 G01 GE 36-00-00 36-00-00 2 X 4 2 X 6 02-10-08 JACK-CLOSED _ 4 6.00 0.00 JOI 02-10-15 02-10-15 2 X 4 2 X 4 00-10-08 JACK-CLOSED 0 4 6.00 0.00 J01A 02-10-15 02-10-15 2 X 4 2 X 4 00-10-08 01-08-00 JACK-CLOSED 20 6.00 0.00 J02 05-00-00 05-00-00 2 X 4 2 X 4 00-10-08 JACK-CLOSED Ird 44 6.00 0.00 J02A 05-00-00 05-00-00 2 X 4 2 X 4 00-10-08 01-08-00 MONOPITCH 9 3.00 0.00 M10 08-09-12 08-09-12 2 X 4 2 X 4 00-10-10 MONOPITCH 2 3.00 0.00 M10A 05-09-12 05-09-12 2 X 4 2 X 4 00-10-10 MONOPffCH 9 4.00 0.00 M11 03-02-15 03-02-15 2 X 4 2 X 4 03-02-15 COMMON 32 6.00 0.00 T01 36-00-00 36-00-00 2 X 4 2 X 4 02-10-08 COMMON 3 4.00 0.00 T02 39-04-00 39-04-00 2 X 4 2 X 4 01-03-12 COMMON 1 4.00 0.00 T02A 39-04-00 39-04-00 2 X 4 2 X 4 COMMON 4 4.00 0.00 T02B 39-04-00 22-06-00 2 X 4 2 X 4 01-03-12 16-10-00 ® COMMON 1 4.00 0.00 T02C 39-04-00 22-06-00 2 X 4 2 X 4 16-10-00 GABLE 2 4.00 0.00 V01 2B-04-07 28-04-07 2 X 4 2 X 4 GABLE 2 4.00 0.00 V02 22-0407 22-04-07 2 X 4 2 X 4 VALLEY 2 4.00 0.00 V03 16-0407 16-04-07 2 X 4 2 X 4 VALLEY 2 4.00 0.00 VO4 10-04-07 10-04-07 2 X 4 2 X 4 ROOF SUB-TOTAL: FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) 1.00 FLOOR 10TY1 DEPTH BASE O/A I END TYP INT BEARING I CANTILEVER STUB UNIT TOTAL PROFILE PLY ID SPAN SPAN LEFT RIGHT Slze LOCATION LEFT RIGHT LEFT RIGHT PRICE PRICE KUHN RIDL ARCHITEC', le AMmr Sr.SUrE 1L A M H E & S T MASSACHUSEM 01001 F9 (1 413 2 59 1630 � 7 Y PAXi 4 1 3 259 1 61 I I I I i I 1 I 1 I II I I I I I I 1 I I I I II b II II ff b I 14Yar.w�.�w.+u4��1��,'�.Y'`JkMrl4aw•.w -- _—_-- ------ - _ _ _----- ------ ____-- 1.8 &LEW xmdsseiwnPl.Ea.P.C. --- — 2 >tiow lup rrrw nu Nw1 a«-er /� ✓� I I I I I � 1 1 r _____ __ I I I � I I I I >r,.co. m w artr.n.or awmwma W xr« I I i t N B -----------d h---- ---d---- y h------- -- h-----------d yy h-----------d k----------- ..... a n L .l1- JL==�xx� J� �.�.±v - I JL .,r- -y- xY -RJL����,. li(1 I nnl- 1� I •lu�atl•����� 1 K write _- v a 0 J g * ®"*NCO •m To in I I t ® I t fD 8 >M� I I e 1 *1 I I , 9 /J t70MaE 80.1 O` w I ffaRAO[ -__ 4 -0 "OnAmr x Jx... PEMIITSIT VIW14 C9 un.e..aMwxrwxr. Im caoannuwlloamwrrx�iia.roa. I I I I I o n��rropp.,,aww.��,µµwa,wur IQ rxarn�ieo�i..niow rouwa�m�ra.�wlra.�m *bxoewxown I 1 t I I I 1 I�%.•1f.ur.%�mv. t BASEMENT HV C PLAN ( o m'r"°"°"'°�""'•r"1 UPPER RIDGE FLATS WEST .r+..:*•na I I I I ! IOO plwxr.xrrur.mt+.*m�la. c p maw,:tw«x. BASEMENT a - m e..,:alwaaac,wcumrutKUwxu««n HVAC PLAN 3 ®xx�ua,.�narnraura.orwtu,�.lRbw,.c.w,m u.,. mumu ® a.l. I.r•,a U� • } MMMMMMMMMMMMMM;E Fnrll r; .. t y i i i TRIPPLE-GLAZED PELLA 350 DOUBLE-HUNG WINDOW SEALANT ON FOAM BACKUP COATED ALUMINUM J-BEAD-TYP.AT THIRD FLOOR WINDOW SILLAND JAMBS 5116"CEMENT BOARD SIDING ON 3/4' FURRING STRIPS Q 16'O.C. COATED INSULATED SHEATHING Ur SHEATHING BONDED TO 1' 3 RIGID INSULATION-TAPE SEAMS WATER&AIR TIGHT AS PER MFR'S RECOMMENDATIONS NOTE:SEAL SHEATHING TO FRAMING USING SHEATHING MFR'S RECOMMENDED TAPE TO PROVIDE AIR TIGHT SEAL AT OPENINGS-SEAL WINDOW NAILING FLANGE TO SEATHING AS PER WINDOW MFR'S RECOMMENDATION USING TAPE COMPATABLE WITH SHEATHING SYSTEM-SEAL WINDOW TO FRAMING AND SHEATHING SYSTEM USING LOW EXPANSION FOAM TO FORM AIR TIGHT SEAL BETWEEN WINDOW AND SHEATHING AIR BARRIER 2 WINDOW SIWJAMB AIR BARRIER DETAIL 3"=V-0" 3 INSULATION BAFFLE U TYPICAL ROOF ASSEMBLY , u. ,18 MIN.CELLULOSE INSULATIONk .� "-w"rya',; ,ON FLASH COAT OF CLOSED CELL "� r SPRAY FOAM EXTEND FOAM UP a .s n "� ERIMETER AS SHOWN��� �a��' r Q D V 1/4"VENTED CEMENT BOARD �j SOFFIT 2 'a 1 TYPICAL EAVE VENTING 1-1/2--V-0" 0 0 c i Clarification Drawings TYPICAL EAVE VENTING AND WINDOW AIR-BARRIER&SEALING KUHN RIDDLE SK ARCHITECTS i UPPER RIDGE FLATS-WEST BUILDING ate: 4-17-14 ze AMITY ST.surrE zs j I 14-04-17.4 Project No,13032 MASSACHUSETTS 01002 o I SHEET: 4 Scale As indicated } 13 2 59 1 (i.3 0 OF: I VILLAGE HILL,NORTHAMPTON Drawn by: oaw FAX:4 1 3 2 5 9 1621 ------------ STEEL GUARDRAIL COMPOSITE DECKING 0 SLOPE STRUCTURE o TO DRAIN 514 x 2 SCREEN CEILNG 2112'OC 2X8 PT DECK JOIST HUNG FROM CHANNEL WITH 2X10LEDGER 2X4 TUBE STEEL BRACKET BOLTED TO CHANNEL AND PRIMARY STRUCTURE WITH WELDED MOUNTING PLATES u: r NOTE:STEEL ASSOCIATED WITH BALCONY ASSEMBLY TO BE HOT DIPPED GALVANIZED AND FACTORY PRIMED-FINISH TO BE FIELD PAINT OR Q FACTORY FINISH AT CONTRACTOR'S OPTION r O Q TYPICAL BALCONY FINISH z A J FQ Q h O C '3 Clarification Drawings BALCONY FINISH DETAIL KUHN RIDDLE x SK ARCHITECTS Q. 14-04,17.3 UPPER RIDGE FLATS-WEST BUILDING Date: a 1�"14 A 1�AMITY H E R�s T Project No.:13032 :? I SHEET: 3 Scale 1'-1'-0' MASSACHUSETTS 01002 ^0 413 2 59 1630 7 i OF: I VILLAGE HILL,NORTHAMPTON Drawn Gy: oaw FAX:413 259 16 21 W � N Ur� C' v 3 3 � `� QNQ �ru CONT.RIDGE VE CONT.RIDGE VENT O o 9 EEO d- < y � q o. v v s e D C E E C D 1 RIDGE VENT LAYOUT-EAST ELEVATION 2 a � z 3 CONT.RIDGE VENT CONT,RIDGE VENT CONT. ID C1 2 3 Q RG E VENT o a a F A A F C-1 W E -13 E Q 2 RIDGE VENT LAYOUT-WEST ELEVATION � N C � � D cf N cd?' v� O �^'''1!d IT^°'i lX�Z'f l'Zi'LO'QO''JNIQZI(18.iS3AA Slt/13 HA\QO'SO\�ulme�\�e�aep!g iaddn•ZfOf I\`I ib o u m O m °z N O MTC z O z �1 v C) 1W < V m 0 3"/12' O z v L7 0 m z - u. ti c .n N n D r O G z Q U � v v z m a < m c m TW /Q Y G 5r C ' n Ifllj Clarification Drawings �- Roof Ridge Vent Layout -KUHN RIDDLE 72 , SK ARCHITECTS UPPER RIDGE FIATS-WEST BUILDING Dare: 417-14 28 AMITY ST.SuiTE 2B ' 14-04-17.1 Projctt No.:13032 A M H IF R S T o SHEET: I Sole 1/8--10` 41 iA H Z 59 1630 0 OF: I VILLAGE HILL,NORTHAMPTON Drawn by: oaw FAX:4 1 3 259 1621 Y ENERGY EFFICIENCY PLAN 2. Preliminary Home Energy Rating Results Based on the assumptions described above,we have calculated the following Preliminary Home Energy Rating results. Preliminary HERS Index %Improvement over 2014 Mass. Reference Home Unit W1-s 55 28.4% Unit W2-s 54 26.4% Unit W3-s 53 29.6% Unit W1-n 54 28.2% Unit W2-n 54 26.4% Unit W3-n 52 29.6% Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to changes in building plans, energy features installed in the home, RESNET standards, software changes, and other factors. Meets requirements of Mass Save Prescriptive Incentives—Option II (Note that Mass Save requirements are subject to change at any time without prior notice. This often occurs at the end of each calendar year.) ENERGY STAR HERS Index Target: 71 or lower Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to changes in building plans, energy features installed in the home, RESNET standards, software changes, and other factors. 3. Services Requested CET will provide a Confirmed Home Energy Rating for the purpose(s) indicated below. CET will charge fees for these activities based on the Price List attached to your Home Energy Rating Services Agreement. • Stretch Energy Code compliance • Mass Save Residential New Construction Prescriptive Incentives Option II • ENERGY STAR version 3 certification As part of these services, CET will verify whether your home meets the requirements of the applicable program. I have reviewed and understand this Energy Efficiency Plan. I have reviewed the assumptions in part 1 and confirm that the assumptions are correct. Signature: Date: Printed Name: Company: HERS Rater: Mark Newey, Date:2/14/14 Page 2 of 2-Please send signed form to the Center for EcoTechnology Tel(413)586-7350 ext.242-Fax(413)586-7351 -areenhome(acetonline.org L] CENTER FOR EcoTechnology-- we make green make sense- ENERGY EFFICIENCY PLAN Project Location: Flats West Upper Ridge, Village Hill, Northampton MA Conditioned Floor Area 1525 per unit Volume 13,725 per unit Building Type Multifamily—6 units Bedrooms 3 and 2 1.Assumptions for Preliminary Home Energy Rating CET has completed a Preliminary Home Energy Rating with the following assumptions: a) The construction plans you have provided are accurate, including window dimensions and locations. b) Energy features not listed below in part c will meet the prescriptive requirements of the IECC 2009. c) The home will be built to incorporate the following energy features: Building Envelope Specifications Used in Analysis Floor Over Garage 13"blown rock wool R33 Grade=1 Floor Over Outdoors 4"high density foam +9"cellulose Grade= 1 Above Grade Walls 2x6 framing with 2"HDF and 3.5"cellulose Grade= 1 + 1" Pol iso R6 sheathing Windows U-value=0.22 SHGC=0.23 Glass Doors U-value=0.22 SHGC= 0.23 Ceilings 2x4 framing with 2" high density foam 16"cellulose Grade= 1 Blower Door Test' 1.5 ACH50 or better* Thermal Enclosure Rater Checklist Meet Checklist Requirements as verified by a HERS rater at pre-drywall Parts 3 &5 1 and final inspection •The 2009 IECC requires a blower door test result of 7 ACH50 or lower. The number listed here requires significant improvements in air sealing beyond the base energy code. Plumbina and Mechanical Systems Specifications Used in Analysis Heating &Cooling Equipment 9.3 HSPF/ 18 SEER Ductless Mini-Split Heat Pumps Water Heating Equipment 0.97 EF Natural Gas On Demand Water Heater Bathroom Faucets and Showerheads Water Sense Labeled HRV 70% sensible recovery, 50%total recovery Whole House Ventilation 45—54 CFM for Units W123-s (ASHRAE 62.2-2010) 38—45 CFM for Units W123-n 72 watts or less Liaht,inq &Appliances Specifications Used in Analysis Lighting 100%compact fluorescent bulbs Refrigerator ENERGY STAR Dishwasher ENERGY STAR Clothes Washer Any Page 1 of 2 WRIGHT BUILDERS, INC. 45574 t?ATE INVOICE NO. DESCRIPTION i INVOICE AMOUNT DEDUCTION � BALANCE. 1 4-23-14 042314-Fire920 14-920 581 . 00 . 00 581 . 00 f V i A- I I I j CHECK CHECK �5'SY . OD . 00 581 . 00 DATE NUMBER I TOTALS lr WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 4 5 57 4 I 48 BATES STREET FLORENCE,MA 01062 j E NORTHAMPTON,MA 01060 53-716812118 413-586-8287 Pay; ****************************Five hundred eighty-one dollars and no cents I DATE CHECK NO AMOUNT April 24, 2014 45574 $********581 . 00 PAY is- NORTHAMPTON TO THE VALID AFTER 90 D FIRE DEPT TWO SIGN U EoUIREO ON CH �K OVER S5000.00 /fj` OPr�ER 26 Carlon Drive � � ,-� t' , NORTHAMPTON, MA 01060 G - OF , AUTHORIZED SIGNATURE AoP v04557Lill' 1: 2 L i187 516881". 0 1 25 005606n' Northampton Fire Dept. Fees Job: Upper Ridge - Phase II Flats West 74 Village Hill Road Northampton, MA 01060 6 Unit Townhome Bldg - 3 Floors - 2 Units on each floor Flog Squ. Ft. x 0.04 Fee Basement 3535 x 0.04 $141.40 1 st Floor 3661 x 0.04 $146.44 2nd Floor 3661 x 0.04 $146.44 3rd Floor 3661 x 0.04 5146.44 TOTAL: $580.72 CHECK: $581 Scope of fire protection per attached "Narrative Report for Fire Protection & Alarm Systems" prepared by Lindgren & Sharpies, March 20, 2014. Prepared by Wright Builders, Inc. 4/23/2014 C. After the Installing Contractor successfully tests the fire alarm system,the Contractor shall schedule the Engineer's test. The Engineer's test shall include testing 100%of the devices and equipment. Upon successful completion of the Engineer's Test,the NFPA Test Report shall be submitted along with appropriate affidavits as part of a close-out package to the City of Northampton Fire Department and the Local Building Inspector. D. After the Engineer's inspection and testing is complete and the close-out package is submitted to the Gloucester Fire Department and the Local Building Inspector, the Contractor shall schedule the Fire Department Acceptance Test with the City of Northampton Fire Department and the Local Building Inspector. 9.3 Approvals A. After the successful completion of the Engineer's Inspection and Testing,the installing Contractor shall submit an NFPA 72 Test Certificate. The test certificate shall be added into the Close-Out Package to be submitted to the City of Northampton Fire Department. The test certificate shall also be submitted to the Local Building Inspector. B. The Installer shall submit a signed affidavit stating that the system has been installed in accordance with the plans and specifications and in accordance with the applicable codes and standards. C. The Design Engineer or the Engineer of Record shall submit a signed affidavit stating to the City of Northampton Fire department and the Local Building Inspector that the systems have been visually inspected and tested and that the system was installed in accordance with the plans and specifications. *** End of Basis of Design Narrative *** L&S 2232 Page 13 3. Dwelling unit multi-station operation shall be tested to verify proper operation as a multi-station system, and notification isolated to a single dwelling unit. transmitted in all areas of the building. 4. New conductors shall be tested for stray voltages between conductors and between conductors and ground, for ground faults, for short circuits, for loop resistance and for supervision. 5. New smoke detectors shall be tested using smoke or listed aerosol. 6. Manual pull stations serving the building shall be tested by initiating an alarm in accordance with the manufacturer's published instructions. 7. Tamper switches serving the building shall be tested to ensure that a supervisory signal is initiated within the first two revolutions. 8. Water flow devices at the main riser serving the building, and at all other installed locations, shall be tested by flowing water through an inspector's test connection. 9. Pressure switch device at the main riser serving the building, and at all other installed locations, shall be tested by releasing the air pressure valve. 10. Duct Smoke Detection devices shall be testing though use of the remote test switch, and a check of the corresponding HVAC unit shutdown shall be verified. 11. Elevator Recall Smoke Detection shall be tested to verify proper recall functionality as described, in addition to general alarm. 12. Notification audible/speaker devices shall be tested by measuring sound pressure levels with sound level meter meeting ANSI SI.4a, Type 2 requirements. 13. Notification visual devices shall be tested by observing strobe operation and verifying field settable candela setting. 9.2 Testing Schedule A. Upon completion of the fire alarm system rough-in, the Contractor shall request a Fire department Rough-in inspection. B. Prior to the Engineer's test of the fire alarm system, the installing Contractor shall test the system to verify its operation and components. L&S 2232 Page 12 Table 5.1 Summary of Sprinkler System Inspection, Testing, and Maintenance Item Activity Frequency Reference Gauges(dry,preaction,and deluge Inspection Weekly/monthly 5.2.4.2,5.2.4.3 systems) Control valves Inspection Weekly/monthly Table 12.1 Alarm devices Inspection Quarterly 5.2.6 Gauges(wet pipe systems) Inspection Monthly 5.2.4.1 Hydraulic nameplate Inspection Quarterly 5.2.7 Buildings Inspection Annually(prior to freezing weather) 5.2.5 Hanger/seismic bracing Inspection Annually 5.2.3 Pipe and fittings Inspection Annually 5.2.2 Sprinklers Inspection Annually 5.2.1 Spare sprinklers Inspection Annually 5.2.1.3 Fire department connections Inspection Quarterly Table 12.1 Valves(all types) Inspection Table 12.1 Alarm devices Test Quarterly/semiannually 5.3.3 Main drain Test Annually Table 12.1 Antifreeze solution Test Annually 5.3.4 Gauges Test 5 years 5.3.2 Sprinklers—extra-high temperature Test 5 years 5.3.1.1.1.3 Sprinklers—fast response Test At 20 years and every 10 years thereafter 5.3.1.1.1.2 Sprinklers Test At 50 years and every 10 years thereafter 5.3.1.1.1 Valves(all types) Maintenance Annually or as needed Table 12.1 Obstruction investigation Maintenance 5 years or as needed 13.2.1, 13.2.2 Low point drains(dry pipe system) Maintenance Annually prior to freezing and as needed 12.4.4.3.3 C. All features, devices, components, and modes of operation of the fire alarm system shall be tested for acceptance in accordance with NFPA 72. D. Testing personnel for the fire alarm system shall be qualified and experienced in the arrangement and operation of interface equipment and fire safety functions. E. Before to proceeding with testing, all persons and facilities receiving alarm, supervisory or trouble signals and all occupants shall be notified of the testing to prevent unnecessary response. The same shall be notified when the testing is complete. F. Prior to Fire Department Testing, the fire alarm system shall undergo a complete engineer's test to ensure proper operation. The Engineer's test shall include the following: 1. Prior to operational testing, the system components and devices shall be visually inspected. 2. The fire alarm control panel and remote annunciator LCD display and LED indicators shall be tested to verify that the alarm, trouble and supervisory signals from the relocated or new devices are properly displayed. L&S 2232 Page 11 will enter alarm. In the event of a second sounder base smoke detector is activated: the general building alarm will notify all occupants, and the fire alarm sequence of events will be activated C. Initiation of the fire alarm sequence of events will immediately and simultaneously activate all horns and visual units throughout the building to notify occupants, and perform all activities as programmed. The Fire Alarm control panel shall send an alarm signal via the 2-line autodialer to the Owners' 24-hour UL listed remote monitoring agent, who will then in turn, automatically notify the City of Northampton Fire Department, D. The Fire Alarm System reset button returns the system to its normal state after all alarm conditions have been cleared. Display messages shall provide operator assurance of the sequential steps as they occur. The Fire Alarm Control Panel is equipped with battery back up capable of 24-hours of standby and 15 minutes of alarm. The Fire Alarm Control Panel is equipped with visible and audible signals to indicate alarm and trouble conditions. E. Activation of any tamper switch shall initiate a local supervisory signal at the fire alarm control panel and shall send the appropriate supervisory signal via the the Fire Alarm Control Panel to the Campus Police Master Fire Control Panel, which will then automatically notify the Springfield Fire Department. Campus personnel shall respond in accordance with policy to a tamper switch supervisory signal. SECTION 9—TESTING CRITERIA AND METHODS 9.1 Testing Methods A. All sprinkler and standpipe systems shall be tested in accordance with the requirements of NFPA 25 (2007 Edition). Complete system flow test will be conducted utilizing the combination test & drain connection on the riser-check and a test certificate shall be issued by the sprinkler contractor to the Gloucester Fire Department and the Local Building Inspector. B Testing and maintenance program in accordance with the requirements of NFPA 25 shall be adhered to by the building owner and a Massachusetts Licensed Sprinkler contractor. (See copy of Table 5.1 below for testing criteria) L&S 2232 Page 10 The sprinkler system is designed for light hazard occupancy, with ordinary hazard coverage in the storage areas, in accordance with NFPA 13 requirements. The light hazard areas shall be designed to a density of.10/1500 square feet with a 100 gpm hose allowance. Areas throughout the building that are ordinary hazard, such as storage spaces, the system will be designed to ordinary hazard group density with 100 gpm added for hose stream The existing fire alarm system shall remain. Within the renovated spaces, Notification coverage shall be expanded as required to provide proper coverage to the renovated space, in accordance with NFPA 72. The existing fire alarm control panel programmed sequence of operation shall remain and be modified to include the new address labels where required. The existing sequence of operation associated with the sprinkler system monitors shall remain as well. The new visual and audible notification appliances shall be supplied by an expansion of the existing notification circuit loop. SECTION 7 - SPECIAL CONSIDERATIONS This scope of work is limited and the space modifications are minor in scope. Only modifications to the existing systems serving the work areas is considered. SECTION 8 - SEQUENCE OF OPERATIONS 8.1 Fire Alarm System Sequence of Operation: A. This fire alarm system is designed to detect fires normally associated with this type of facility. The activation of a fire alarm initiating device will display alarm condition at the fire alarm control panel and annunciator panel. A signal shall be sent via the FACP and autodialer, to the UL listed remote monitoring agent, and in turn notify the City of Northampton Fire Department. B. The system fire alarm sequence of event can be activated manually through the use of manual pull stations. The system fire alarm sequence of events shall be activated automatically via smoke detector, Sounder base smoke detector, Elevator Recall Smoke, Pressure switch, or flow switch. 1. In the event that the Elevator Recall Smoke detector is activated: In addition to general alarm the Elevator shall recall to is assigned level as described in section 5.7 2. In the event that the Dwelling Unit Sounder base type Smoke detector is activated: the general building alarm will not be activated. Instead, all notification devices located within the unit L&S 2232 Page 9 automatically relay the alarm information to appropriate responders, including the City of Northampton Fire Department, as required by code, in the event of an alarm or other condition as required by code. L There is a fire department Knox (key) box located at the Fire Department Primary response point, below the exterior beacon, at the Village Hill Road entry to the building. 5.8 Emergency Alarm Systems - Section 908 Not Applicable 5.9 Smoke Control Systems - Section 909 Not Applicable 5.10 Smoke and Heat Vents - Section 910 Not Applicable 5.11 Fire Command Center - Section 911 Not Applicable 5.12 Fire Department Connections - Section 912 The pumper connection is a new 4 Stortz type connection located on the Village Hill Road side of the building. The Fire Hydrant nearest the pumper connection is located on Village Hill Road 5.13 Fire Pumps - Section 913 Not Applicable. 5.14 Fire protection Systems Equipment Room Identification - Section 914.2 Fire Protection Service is located in the corner of the basement, along the exterior wall of the building nearest Village Hill Road, This is an mechanical room located on the lower level, and not accessible to the public. The Main Fire Alarm Control Panel is located on the first floor, at the main entry vestibule. This is a common area and is accessible to the public. SECTION 6 - DESIGN METHODOLOGY L&S 2232 Page 8 I. Horn/strobe notification appliances are to be installed where shown on plans. Sounder base type smoke detection devices are to be installed throughout dwelling units. It is the intent of this design that audible notification devices achieve sound pressure levels of 15dB above ambient sound levels for the dwelling occupancy, or 5dB above maximum sound pressure levels having a continued duration of at least one minute. Programmed signaling requirements may be silenced by from the FACP. 2. Visual notification devices are both existing and to be installed in all common areas where shown on the plans. It is the intent of this design that the building has proper strobe coverage throughout all common areas. Visual notification devices shall be synchronized throughout the building. 3. There shall be an exterior mounted beacon located outside the fire department primary response point. This device shall be interlocked with the general fire alarm to indicate to the first responders the location of the annunciator panel. D. Tamper, Flow, and Pressure switches are new and installed where required on the sprinkler service equipment. The tamper and pressure switches are located in the basement level at the water entry location and at sprinkler riser locations where required. 1. The tamper switches are monitored by the fire alarm system using addressable interface modules. Activation of a tamper switch shall initiate a supervisory signal sequence of events. 2. The flow switches are monitored by the fire alarm system using addressable interface modules. Activation of a flow switch shall initiate the fire alarm system sequence of events. 3. The pressure switches are monitored by the fire alarm system using addressable interface modules. Activation of a flow switch shall initiate the fire alarm system sequence of events. E. Carbon monoxide shall be system connected devices, installed and monitored by the fire alarm system. Refer to section 5.2 for installation details. Carbon monoxide detection shall be have both local visual and audible alarm. Relay of carbon monoxide detection shall be as directed by Northampton Fire Department. F. Duct Smoke Detection Devices are not required to be provided at the building, based upon the maximum output of HVAC equipment utilized at the building. G. Remote Alarm Reporting. The New Fire Alarm Control Panel shall be provided with a 2-line autodialer. The autodialer shall automatically contact the Owners' 24-hour UL-listed remote monitoring station. The Monitoring agent will L&S 2232 Page 7 I. The fire alarm system shall feature an addressable, system integrated Fire Alarm Control Panel, proposed to be manufactured by Notifier (or approved equal). The Fire Alarm Control Panel shall be located on the First Floor level entry vestibule, at the location of the primary fire department response point, accessible from Village Hill Road. 2. Emergency power supply for the fire alarm panel is supplied by battery packs located at the FACP. B. System Detection Devices are new and installed where required by code in all areas of renovation and shall include the following: 1. Manual pull stations shall be new devices. Manual pull stations shall be installed where required, within 5 feet of each exit door and at all entry points leading to an egress stairway in the building. All pull stations are dual action. Installation shall meet requirements for this building space (per 780CMR 907.2.2) 2. New System connected smoke detectors are addressable devices and located throughout the common areas of the building, as detailed on the plans. Activation of any system smoke detector will initiate the fire alarm system sequence of events for the building. 3. New System connected sounder-base type smoke detectors are zone type devices, and typically located throughout the dwelling units in the building. New devices shall be monitored by the new fire alarm control panel. Sounder base detection shall be installed and programmed to operate as multi-station devices in each dwelling unit, though the utilization of addressable interface modules. Activation of any system smoke detector will initiate the fire alarm system sequence of events for the dwelling unit only. Upon the activation of two smoke detection devices in a single dwelling unit, the system will initiate the fire alarm system sequence of events for the building. 4. Elevator recall system smoke detection shall be installed into the building elevator lobbies, and elevator machine room. The Elevator is designated to recall to the first floor level, and open its doors in the event of an elevator recall smoke alarm. In the event that the first floor level lobby recall smoke entering alarm; The elevator shall return to its' secondary designated level,the basement, and open its' doors. C. A fire protective signaling system will be installed in the areas of work in accordance with 780 CMR and NFPA 72. Fire protection signaling and detection devices in this building will include the following features: L&S 2232 Page 6 installation of a full sprinkler system designed to properly provide full automatic sprinkler protection, in compliance with NFPA 13. The pumper connection serving the new building shall be a 4"Stortz type connection located on the Village Hill Road side of the building. A. Installation 1. The fire sprinkler system shall be designed in accordance with NFPA 13. 2. All spaces shall be protected with sprinklers heads in all areas 3. A dry type sprinkler system shall be installed to serve the entire building. B. Equipment 1. Pipe is to be schedule 40 galvanized steel pipe for 1" through 2". Pipe is to be schedule 10 thin wall steel pipe for 2 %2"through 6". C. Design Criteria 1. For areas throughout the building that are light hazard, the system will be designed to light hazard group density with a 100 gpm hose allowance. 2. For areas throughout the building that are ordinary hazard, such as storage spaces, the system will be designed to ordinary hazard group density with 250 gpm added for hose stream. 5.4 Alternative Automatic Fire Extinguishing System - Section 904 Not applicable 5.5 Standpipe System - Section 905 Not applicable 5.6 Portable Fire Extinguishers - Section 906 A. There are no requirements for fire extinguishers at the building. 5.7 Fire Alarm and Detection - Section 907 A. A new Fire Alarm Control Panel shall be installed in the multi-family dwelling. The system has full featured analog/addressable detection loops and shall include the following: L&S 2232 Page 5 SECTION 4 - DESIGN RESPONSIBILITY The designs for both the renovations to the existing fire protection sprinkler system and fire detection and alarm systems were prepared by: Lindgren& Sharples, P.C. 435 Cottage Street Springfield, MA 01104-4005 413-732-4336 SECTION 5 - FIRE PROTECTION SYSTEMS TO BE INSTALLED PER CHAPTER 9 5.1 Fire protection Systems Equipment Identification and Operation Signs The automatic dry pipe Fire Protection System shall be installed to serve all the areas of the building. The Sprinkler Service shall be identified with a permanently marked weatherproof metal or rigid plastic sign secured with corrosion-resistant wire. Signage shall be located at the main riser location, in the basement level, at the corner of the building, where noted in section 2. Additional signage/ tags shall be provided and include the following information: Location of the design area or areas, Discharge densities over the design area or areas, Required flow and residual pressure demand at the base of the riser, Occupancy classification or commodity classification and maximum permitted storage height and configuration. Hose stream demand included in addition to the sprinkler demand. 5.2 Carbon Monoxide Detection Carbon monoxide Detection shall be provided as required. This shall include carbon monoxide detection installed within 10' of all bedroom entry doorways, in each apartment of the building. Carbon monoxide Detection shall also be provided in the parking garage area, and each level of the building. 5.3 Automatic Sprinkler System - Section 903 The Building is served by a dry pipe fire protection system. Under this contract all spaces in the area of work, as required by code shall be fitted with a full automatic sprinkler system to facilitate the new construction plan. The fire protection subcontractor shall perform a flow test and design a hydraulically calculated system in accordance with NFPA 13, with drawings submitted to Lindgren & Sharples and to the City of Northampton for approval prior to installation. A New 6" fire service enters the Basement Level of this facility and feeds the sprinkler riser. The sprinkler feed runs throughout the basement floor of the building that supplies risers to serve the upper floors and attic. Under this contract, the building shall see the L&S 2232 Page 4 The building footprint is approximately 3750 square feet, and contains a total of three levels, and full basement. The total area of the building is approximately 15,000 square feet. The first floor has grade access at the front of the building, at Village Hill Road. The Rear of the building has grade access on the basement level garage entry, and facing the rear parking area, accessible from Musante Drive. There are two levels located above the first level grade access. SECTION 2—BUILDING AND SITE ACCESS The building is to be constructed on Village Hill Road. The rear of the building contains a parking area accessible from Mustante Drive. The Fire Department personnel and rescue vehicles can access the front of the building using Village Hill Road. The Fire Department Primary Response Point and location of the fire alarm system annunciator is located on the first level, accessible from main entry on Village Hill Road. The fire department secondary response point is the Basement level rear building entry, and is accessible from the buildings parking lot via Mustante Drive. The primary response point is the location of the Fire Alarm Control Panel. The sprinkler system pumper connection is a new 4" Storz type connection located at the front corner of the building (right side when looking at the building from Village Hill Road). This is outside of the location of the sprinkler service entry room. SECTION 3 -APPLICABLE LAWS. REGULATIONS & STANDARDS Systems were designed in compliance with the following: 1. 780 CMR: Massachusetts State building Code —8th Edition, Chapter 9: Fire Protection Systems. 2. NFPA 10—Portable Fire Extinguishers. 3. NFPA 13 —2007 Edition: Installation of Sprinkler Systems. 4. NFPA 14—2007 Edition: Installation of Standpipe Systems. 5. NFPA 24—2007 Edition: Fire Service Water Mains. 6. NFPA 25 —Latest adopted Edition 7. NFPA 45 — Latest adopted Edition: Standard for Fire Protection for Laboratories using chemicals 8. NFPA 54, chapter 10. 9. NFPA 72—2010 Edition:National Fire Alarm Code. 10. NFPA 720—2005 Edition. 11. MGL 26G: Sprinkler Systems. 12. 248 CMR: Gas Code. 13. 521 CMR: Massachusetts Architectural Access Board Regulations. 14. 527 CMR: Massachusetts Fire Prevention Regulations 15. 527 CMR 12.00: Massachusetts Electrical Code. 16. 527 CMR 14.00: Flammable Liquids, Solids & Gases. 17. 527 CMR 31.00: Carbon Monoxide Alarms. L&S 2232 Page 3 UPPER RIDGE FLATS - WEST NORTHAMPTON MA FIRE PROTECTION AND ALARM SYSTEM BASIS OF DESIGN NARRATIVE March 20, 2014 (Revised May 21, 2014) Information required pursuant to the Massachusetts State Building Code 780 CMR, 903.0. Owner: Upper Ridge Village Hill Road Nook Road Northampton,MA Designers of Record: Lindgren & Sharpies, P.C. Consulting Engineers Date of Submittal: March 20, 2014 (revised May 21, 2014) INTRODUCTION This project consists of a newly constructed six-family dwelling unit. The building shall be approximately 15,000 square feet on all levels of the new 3-story building, and basement level garage. The Building has grade accessible basement and first floor levels. The Flats West is primarily a private dwelling, and contains interior common areas at each level, and an elevator. The basement includes a common garage and private storage, in addition to building mechanical areas. This project will include the installation of an automatic dry type sprinkler system to serve all areas of the building. The fire alarm control panelboard shall be installed to serve all areas of the building. The primary fire department response point is at the front, main entry of the building, accessible from Village Hill Road. SECTION 1 —BUILDING DESCRIPTION The Building is a Mixed Use Group: Type R-2 (Residential- multiple dwelling units)S-1 (Storage Moderate hazard) and S-2 ( storage — light hazard). The Construction Type is 5-B, Combustible exterior walls with Unprotected Combustible interior elements, as defined by the Massachusetts State Building Code. The construction consists of wood exterior walls, steel beams, and wood floors. L&S 2232 Page 2 NARRATIVE REPORT FOR FIRE PROTECTION & ALARM SYSTEMS AT UPPER RIDGE FLATS — WEST VILLAGE HILL ROAD NORTHAMPTON, MASSACHUSETTS PREPARED BY: LINDGREN & SHARPLES, P.C. CONSULTING ENGINEERS 435 COTTAGE STREET, SUITE 1 SPRINGFIELD, MA 01104-4005 TEL. 413-732-4336 Revised May 21, 2014 Initial Construction Control Document To be submitted with the building permit application by a Registered Design Professional for work per the 8`h edition of the Y Massachusetts State Building Code, 780 CMR, Section 107.6.2 Project Title: Village Hill Upper Ridge Flats West Building Date: April 28, 2014 Property Address:Northampton,Massachusetts Project: Check(x)one or both as applicable: (X)New construction ( )Existing Construction Project description: New Construction, R-2, Six Condo Apts I,Mark W. Felgate,MA Registration Number: 47531 Expiration date:June 30, 2014 ,am a registered design prgfessional, and hereby certify to the best of my knowledge,information and belief,that I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning : Entire Project Architectural Structural Mechanical Fire Protection (X) Electrical Other: for the above named project and that such plans, computations and specifications meet the applicable provisions of the Massachusetts State Building Code, (780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services in accordance with the Professional Standard of Care,and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept, shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. Such review shall not diminish or relieve the Contractor of its submittal and other responsibilities. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code.The contractor shall be responsible for performing the work in accordance with the contract documents and shall be exclusively responsible for its construction means,methods,sequences and procedures,and for construction safety. 4. The performance of the services shall require any Special testing or inspections_unless�ifically_stated in the , _ Code. When required by the building official, I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the building official a `Final Construction Control Document'. Enter in the space to the right a"wet"or OF q >F,4.- electronic signature and seal: 9 `3 Phone number: (413)732-4336 Email: mfelgate @lindgrensharples.comt t tfikO,4 xA Building Official Use Only ___----- Building Official Name: Permit No.: Note 1.Indicate with an'x'project design plans,computations and specifications that you prepared or directly supervised.IC'other'is chosen,provide a description Initial Construction Control Document To be submitted with the building permit application by a Registered Design Professional Ulf for work per the 8h edition of the Massachusetts State Building Code, 780 CMR, Section 107.6.2 Project Title: Village Hill Upper Ridge Flats West Building Date: April 28, 2014 Property Address: Northampton, Massachusetts Project: Check(x)one or both as applicable: (X)New construction ( )Existing Construction Project description: New Construction,R-2, Six Condo Apts. 1, Charles P. Sharples MA Registration Number: 28940 Expiration date: June 30,2014 ,am a registered design professional,and hereby certify to the best of my knowledge,information and belief,that I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning': Entire Project Architectural Structural (X)Mechanical Fire Protection Electrical Other: for the above named project and that such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code, (780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services in accordance with the Professional Standard of Care,and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept,shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. Such review shall not diminish or relieve the Contractor of its submittal and other responsibilities. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code.The contractor shall be responsible for performing the work in accordance with the contract documents and shall be exclusively responsible for its construction means,methods, sequences and procedures,and for construction safety. 4. The performance of the services_shall_not require any spec>al_testing or inspections unless specifically stated in the_,___ Code. _ When required by the building official, I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work, I shall submit to the building official a `Final Construction Control Document'. Enter in the space to the right a"wet"or ` �* of Mqs electronic signature and seal: qrW� 6C6" P. Phone number: (413)732-4336 Email: Cshalples @lindgrensharples.com X SHARPLES ¢28940 e} �y 9/$ ti Building Official Use Only tt!! r Building Official Name: Pertnit No.: Data Note 1.Indicate with an'x'project design plans,computations and specifications that you prepared or directly supervised.lf'other'is chosen,provide a description • RYAN S. HELLWIG, PE • STRUCTURAL ENGINEER • Secondary Construction Control Document April 16,2014 Louis Hasbrouck-Building Commissioner Of Northampton Department of Building Inspections at A� A`�-���G Municipal Building S. 212 Main Street n � Northampton MA 01060 Na 3o ��J,r.'➢EG��(t���c4� Project Title: Upper Ridge Flats West FsslflNAL Project Location: Village Hill Scope of Project: New Building Architect: Kuhn Riddle Architects General Contractor: Wright Builders In accordance with the 8th Edition of the Massachusetts State Building Code §107.6.2,I hereby certify that I have personally prepared the STRUCTURAL design drawings F1-F3 & S1-S6 dated 10 Feb 2014 for this project. To the best of my knowledge,these drawings conform to the applicable provisions of the Code and to accepted best engineering practices. I further certify that I shall personally perform the necessary professional services during the construction of that portion of the work as shown in the above-inentioned design drawings, including: 1. Be present at the site at appropriate intervals during construction to determine that the work is being performed in a manner consistent with the design drawings; 2. Review, for conformance with the design concept, submittals made by the Contractor as required by the design drawings; 3. Review reports for Special Tests and Inspections as required by the design drawings. I shall submit progress reports to the Architect after any site visit. I shall also submit to you a final report upon the completion of this portion of the project. Respectfully, i Ry wi a rofessional Engineer#37300 - STRUCTURAL • 28 ALDRICH STREET • NORTHAMPTON,MA 01060 • VOICE 413-584-HLWG(4594) • FAX 413-584-HLWFax(4593) • Initial Construction Control Document M To be submitted with the building permit application by a Registered Design Professional for work per the 8a'edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Title: Village Hill—Upper Ridge Flats West Date: April 15,2014 Property Address: Northampton,MA Project: Check(x)one or both as applicable: X New construction Existing Construction Project description: New construction,R-2, Six condo apts. I,Charles Roberts,MA Registration Number: 10107 Expiration date: 8/31/2014,am a registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning': X Architectural Structural Mechanical Fire Protection Electrical Other: for the above named project and that to the best of my knowledge, information,and belief such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,(780 CMR),and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept,shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. When required by the building official,I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the building official a `Final Construction Control Document'. �qIM AAA Enter in the space to the right a"wet"or a electronic signature and seal: ► o, E190 u, 1 EP a� Phone number: (413)259-1630 Email: croberts @kuhnriddle.c 41 OF iA�s� Building Official Use Only Building Official Name: Permit No.: Date: Note 1.Indicate with an`x'project design plans,computations and specifications that you prepared or directly supervised.If`other'is chosen, provide a description. Version 06 11 2013 MUNICIPAL SEWER/AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587-1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 74 Village Hill Road/Upper Ridge un/ -Inquiry Made By: 57torbeS q�Un►tS Wright Builders/Linda 586-8287 Date of Inquiry: 3125114 Reason for Request: Hook new Townhome condo's into Sewer system Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'/z deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Length of Sewer Main: Size of Service Connection: Type of Service Connection: Tie-in to Sanitary Main Tie-in to Sanitary Stub Comments: Note: If this availibility is for new construction this form must be hand delivered to Building Insaector. A corresponding"sewer entrance fee"shall be paid prior to making any connection to the municipal sewer system.Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform-to Northampton Streets Department specifications. John Hall Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 74 Village Hill Road/Upper Ridge ( DIRE LINE Inquiry Made By: Wright Builders Linda 586-8287 x 116 Date of Inquiry: 4/1/14 Number of Type of Single Family Type of Private Units: 6 Unit(s): Apart. Comm Ownership: Condo X Multi-family X Rental (Annlicant to fill out theahovel Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: Ductile Iron Age: 2014 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 110 psi If done attach results Size of Service Connection 6" & 4" Ductile Iron Suggested Meter Size: N/A Fire Line Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Backflow permit required.Bacteria&Pressure test required. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. • all conform to Northampton Water Department specifications. R. Nuttelman,Superintendent of Water Dept. .110 Water Entry$901W' Meter$ N/A Radio$N/A cc: Ned Huntley,Director cc: Louis Hasbrouck,Building Commissioner Note:If this availability is for a new construction,it must be hand delivered to the Building Inspector. \\smbl\adrain'•.Pemii,s\Water Application\)Water Availabiflay.doc 9 MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 74 Village Hill Ron rrigation System Inquiry Made By: Wright Builders 586-8287 z 116 Linda Date of Inquiry: 3/25/14. Number of Type of Single Family Type of Private Units: Unit(s): Apart. Comm Ownership: Condo ,X Irrigation Multi-family Rental (Annlicant t�fallout the shovel - Municipal Water Main in Existing service to Front of Location? Yes: No: site? Yes: No Size of Water Main: 8" Material: Ductile Iron Age: 2014 Approximate Static Street Flow Test Conducted:Yes: No: Pressure: If done attach results Size of Service Connection 6" & 4" Ductile Iron Suggested Meter Size: 1" Meter for Irrigation System Suggested Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Master Deed must have language regarding common ownership of Water Service. DPW must receive copy. Backflow permit required. Billing address required for meter prior to activation of Irrigation System. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. • w hall conform to Northampton Water Department specifications. o Nuttehnan, Superintendent of Water Dept. Water Entry$ N/A Meter$200.00 Radio$ 100.00 cc: Ned Huntley,Director cc: Louis Hasbrouck,Building Commissioner Note:If this availability is for a new construction,it must be hand delivered to the Building (.(�•� Inspector. 1,.smbl NadmieTerniitslWater ApplicationiWater Availability.doc e MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 74 Village Hill Road/Upper Ridge F(pis Inquiry Made By: Wright Builders 586-8287 x 116 Linda Date of Inquiry: 3/25/14 Number of Type of Single Family Type of Private Units: 6 Unit(s): Apart. Comm Ownership: Condo X 3 Stories 2 Multi-family X Rental units each fAnnlicant to fill nut the abovel Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: Ductile Iron Age: 2014 Approximate Static Street Flow Test Conducted:Yes: No:X Pressure: 110 If done attach results size or service t,onnecnon 6" and V DI Suggested Meter Size: 5/8" -6 total (one per each condominium) Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Contractor to manifold meters in common area as close as possible to building service entrance.Backflow required for fire line. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. • CA ,shall conform to Northampton Water Department specifications. re R Nuttelman,-Superintendent of Water Dept. Water Entry$200 Meter$ 600 Radio$600 cc: Ned Huntley,Director cc: Louis Hasbrouck,Building Commissioner O 1O Note: If this availability is for a new construction,it must be hand delivered to the Building O Inspector. ��� l'.iTtU LZ Illcii;tiY'iIi '` DEPAR MEET OF 3GILDGNG I21S?EC7iC:IS INS 212 Main Stmet ' Municipal Building rSC OR I-or thhampton, Mass. 01060 Scuara Fcotace Amcunt •Easement @ ,�'O 3 35 -- -7e 7 1st F:i:cr @ ,50 2nd "'Tcor @ .30 *3 661 1/2 Floors, Attic, Garage, Deck, Porches ��czs ' 1 Planning-Decision City of Northampton Hearing No.: PLN-20140009 Date: September 18, 2013 FILING DEADLINE MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 812212013 9/5/2013 9/26/2013 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 812912013 1011712013 9/12/2013 912612013 1002013 FIRST ADVERTISING DATE: HEARING DATE VOTING DATE DECISION DATE: 8129/2013 9112/2013 1 9/12/2013 9/18/Z013 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 9/5/2013 7:20 PM 1 12111/2013 12/11/2013 MEMBERS PRESENT: VOTE: John Lutz votes to Grant Debin Bruce votes to Grant Ann DeWitt Brooks votes to Grant Jennifer Dieringer votes to Grant Mark Sullivan votes to Grant Francis Johnson votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Francis Johnson Ann DeWitt Brooks 6 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development. 1,Carolyn Misch,as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on the date shown above. /ce that a copy of is cision�as been mailed to the Owner and Applicant Notice of Appeal An appeal from the decision of the Planning Boar/may be made by any person aggrieved pursuant to MGL Chapt 40A,Section 17 as amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. � P 18 113 s October 9, 2013 I, Wendy Mazza, City Clerk of the City of Northampton, hereby certify that the above Decision of the Northampton Planning Board was filed in the Office of the City Clerk on September 18, 2013, that twenty days have elapsed since such filing and that no appeal has been filed in this matter. Attest: Cit Clerk City of Northampton GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. •�PS aTo_ �� -,rrav ' ERDI Planning -Decision City of Northampton Hearing No.: PLN-20140009 Date: September 18, 2013 7).All stre ets fronting the project,except for Village Hill Road from Moser Street to the mid-block crosswalk,are subject to the 5-year moratorium for newly paved roads,which requires milling and overlay for the full width of the road and 20'beyond the limit of any cuts made in the pavement, including granite curb reconfiguration.All trenches shall be backfilled with flowable fill.Curb cuts proposed to be relocated on Musante Drive and Moser Street with pull-off parking and drainage reconfigured on Moser as part of the curb cut relocation are subject to the 5-year moratorium. The plan should show the expected limits of mill and overlay due to cuts in the roadway. 8).Fifteen foot curb radii shall be used. 9).Concrete sidewalks at relocated curb cuts shall be 6"thick to the nearest existing panel break beyond the limits of the cut. 10).All sidewalks disturbed by construction shall be replaced to the nearest panel. 11).Detectable warning strips shall be installed at the approaches to the relocated curb cut on Musante Drive. 12).All granite curbing not reused shall be returned to the DPW yard. 13).All rims and inverts for proposed sewer and drain manholes and catch basins or inverts for existing connection points must be included on revised plans. 14). The drain line from the catch basin proposed to be abandoned west of Building A shall be plugged with bricks and mortar in the receiving manhole as well as at the abandoned catch basin. 15). The catch basin proposed to be abandoned on Moser Street shall have the cone section removed, the pipe plugged with bricks and mortar and the remainder of the structure backfilled with sand.The inlet pipe at the downstream catch basin shall also be plugged with bricks and mortar. 16). The new pull-off parking area shall be stripped of any remaining asphalt and new roadway base installed throughout. 17). Water and sewer line sizes and materials and methods of construction shall be approved by Department of Public Works 18).Any conflicts where water and sewer line crossings are shown at Building A and between Building C and Flats East must be resolved and adequate separation according to Department of Public Works standards must be met. FINDINGS: The Planning Board approved the major site plan based upon the following plans submitted with the application and information materials: 1. Upper Ridge at Village Hill Prepared for Wright Builders,Inc.by The Berkshire Design group,Inc.Dated August 12,2013 Sheets L.1- L.8 2. Upper Ridge Building Elevations by Kuhn Riddle Architects,dated 8/12/13 Building A,B,Flats East,Flats West,Duplex. The board approved the site plans upon determining compliance with the standards in 350-11.6 as follows: A. The requested use protects adjoining premises against seriously detrimental uses. The site is the next phase of residential development consistent with the master plan showing densities consistent with abutting properties. B. The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets. This site build out will incorporate the next segment of links to create an east west pedestrian corridor through the campus. Driveway points are minimized with shared parking in the rear of the buildings to reduce impacts on the sidewalk. (1)Traffic mitigation has been addressed at the master plan stage for the redevelopment of the entire campus. C. The site will function harmoniously in relation to other structures and open spaces to the natural landscape,existing buildings and other community assets in the area as it relates to landscaping,drainage,sight lines,building orientation,massing,egress,and setbacks. D. The requested use will not overload,and will mitigate adverse impacts on,the City's resources,including the effect on the City's water supply and distribution system,sanitary and storm sewage collection and treatment systems,fire protection,streets and schools. The construction materials and methods for water lines,sanitary sewers,storm sewers,fire protection,sidewalks,private roads,and other infrastructure shall be those set forth in the Northampton Subdivision Regulations E.The requested use meets any special regulations set forth in this chapter. F.Compliance with the following technical performance standards: (1)Curb cuts onto streets have been minimized through shared access. (2)Pedestrian,bicycle and vehicular traffic movement on site must be separated,to the extent possible,and sidewalks must be provided between businesses within a development and from public sidewalks,cycle tracks and bike paths. (3)Stormwater will be treated through previously constructed infrastructure. COULD NOT DEROGATE BECAUSE GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. Jill Planning-Decision City of Northampton Hearing No.: PLN-20140009 Date: September 18, 2013 APPLICATION TYPE SUBMISSION DATE: PB Major Site Plan 8/13/2013 Applicant's Name: Owners N ame: IIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIII�IIIII IIIIIIIIIIIIIIIIIIIIIIIIIII IIII NAME: NAME: 2013 000253132 WRIGHT BUILDERS WRIGHT BUILDERS Bk: 11489Pg: 174 Page: 1 of 3 ADDRESS: ADDRESS: Recorded: 10/09/2013 09:29 AM 48 Bates St 48 Bates St TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 NORTHAMPTON MA 01060 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: 413 586-8287 116 413 587-9276 (413)586-8287(116) (413)587-9276 EMAIL ADDRESS: EMAIL ADDRESS: LGAUDREAU @WRIGHT-BUILDERS.COM LGAUDREAU @WRIGHT-BUILDERS.COM Site Information: Surveyor's Name: STREET NO.: SITE ZONING: COMPANY NAME: FORD CROSSING/VILLAGE HILL RD PV(100)/SG b(100)1 TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01060 Approved With Conditions MAP: BLOCK: LOT: MAP DATE: SECTION OF BYLAW: 31C 018 001 Chpt.350-11:Site Plan Approval TOWN: STATE: ZIP CODE: Book: Page: 6925 302 PHONE NO.: FAX NO.: EMAIL ADDRESS: NATURE OF PROPOSED WORK 28 Unit Development within 7 buildings HARDSHIP: CONDMION OF APPROVAL: 1) Thirty(30)days prior to bidding construction,civil construction plans for each phase,stamped by a registered Massachusetts P.E.,shall be provided to the Department of Public Works(DPW)for review and comment. All plans shall incorporate revisions required in the conditions herein below and also include: a.Details for granite curb,handicap ramp, sewer cleanout detail b.6 inch concrete thickness for sidewalks crossing driveway openings. c.Gravel base material for Bit.Conc.Paving in Moser Street shall be 8 inches ofM1.03.0,Type b with 4 inches of processed gravel,M1.03.1,above. d.Gravel for sidewalks in the City ROW shall be processed gravel,M1.03.1 with maximum stone size of 2 inches. 2).Prior to issuance of a building permit documents must be submitted to the DPW confirming a minimum two foot separation between the bottom of the proposed infiltration trenches and the estimated seasonal high groundwater level. 3).Prior to issuance a building permit for the proposed project and in accordance with the Stormwater Management Permit for Village Hill Phase 2 issued to MassDevelopment in 2007,the applicant shall the applicant shall submit revised drainage calculations that reflect the actual construction that has been completed and confirms the remaining capacity of the Detention Basins in each Sub-Watershed area. The applicant shall further meet all other requirements necessary to comply with the original permit. 4).Prior to completion of Building A,the applicant shall file a request through,Department of Public Works,to begin the necessary procedure for removal of the two previously accepted on-street parking spaces along Moser Street that will be eliminated as a result of this project 5).Prior to issuance of a certificate of occupancy for either of the"flats"apartment buildings,the applicant shall record a public access easement for the path connection between Musante Drive and Beech Tree Park. 6).Prior to issuance of a certificate of occupancy for either of the"flats"apartment buildings,the applicant shall install directional sign for park at the public path near Village Hill Road intersection indicating access to Beech Tree Park. GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. Version 1.7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 4 No SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I- �l(j M D as Owner of the subject property hereby authorize wt '° �t f �V� to act on my behalf, in all matters relative to work authori d by this building permit applicatiort n&ure of Owner Date Ub t1,0,4 as Owner Authorized Agent iereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge elief. Signed under the pains and penalties of perjury. wVtA4J Print Name Signature of er/Agent Date SECTIO 12-CONSTRUCTION SERVICES 10.1 Licensed Construction Super isor � Not Applicable ❑ Name of License Holder: wp- y hl is &A D pQ-S I- -PO i,;Ly A tf D ! 0 lf1 7 License Number M ll,la3�i Address Expiration Date g Signature Telephone SECTI 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the b ilding permit. Signed Affidavit Attached Yes No 4 Version 1.7 Commercial Building Permit May 15,?000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not"Applicable ❑ Name(Registrant): _ Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): C tea R s : ��N•a�P�-n s M�rc�s,�s icAC. Name Area of Responsibility 3s CO rTAa� a rto 28 q Ad Registration Number 13 '32-y33G G/34:0 120 1q ignature Telephone Expilration Cfate Marlt c.tga' ELecmIcAL Name Area of Responsibility N35 (f njY�, e_ Skrcc+., S,frif,y�MA 0 X104 H 15 3 ) Address Registration Number ----- ( x,3)732-4336 SI30120)4 Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction Address Signature Telephone Version 1.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 118(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ _ Name(Registrant): i - - — --- -- - -° Registration Number Address ----� Expiration Date _ Signature Telephone 9.2 Registered Professional Engineer(s): _ FL-N-rs 6-*-5T - y t LL.t4 tLl- Name Area of Responsibility Address Registration Number Signature az Telephone Expiration Date Name Area of Responsibility Address Re is9 tration Number Signature Telephone Expiration Date Name Area of Responsibility t Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility i Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: - ----..- -------- _.__..� Responsible In Charge of Construction _ _._....___m..._....._.... Address (� ,_ (.___.._7__.._____.._ 71 Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: _.. .., Not Applicable ❑ Charles Roberts- Kuhn Riddle Architects 10107 Name(Registrant): 28 Amity Street Amherst, MA Registration Number September 2014 Address 413-259-1630 Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction Address ---- -" Signature Telephone Version l.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name(Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction �C! �j f A�A4 P N Mme_ 111 Address Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be fill n by Building Depart t Lot Size Frontage Setbacks Front Side L: R:' L: R: Rear Building Height Bldg. Square Footage Open Space Footage % (Lot area minus bldg&paved parking) #of Puking S es Fi1L• ume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO , DON'T KNOW Q YES Q IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW Q YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO , DONT KNOW Q YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained Q , Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES Q NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. k'QPf Versionl.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other ' Brief Description Enter a brief description here. PA11D mew a- S""'o >ri V�� Of Proposed Work: W PtA PW, [P l' . ( h�� A4-A 6 G s SECTION 5-USE GROUP AND CONSTRUCTION TYPE b ��7 lr USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ I Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential R-1 ❑ R-2 R-3 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B U utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: j�e�l`Fr'A Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 1 S 1St 2nd 2nd ��/ S 3rd 3rd 4m 4th Total Area(sf) Total Proposed New rnstruction(sf) Total Height(ft) t Total Height ft �-- 7.Water§upply(M.G.L.c.40,§54) 7.1 Flo_od Zone Information: 7.3 Sewage pisposal System: Pu/blliic, r ,� pPrivate E] Zone Outside Flood Zone Municipal K On site disposal system❑ z Version 1.7 Commercial Building Permit May 15,2000 I 1 Department use only 1 City of Northampton Status of Permit: Building Department Curb CuttDriveway Permit 3 2014 °� 212 Main Street Sewer/Septic Availability Room 100 Water/Well Availability lnspecllon ' MA 01060 Two Sets of Structural Plans �a` Northampton, E1ecwc Pwm =pie 413-587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify_ APPLICATION TO CONSTRUCT, REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING P SECTION 1 -SITE INFORMATION (� (� U/ ,� BrL,p� 1.1 Property Address: This section to be completed by office 9u V t� ��� p_ Map 8A- Lot 16 4 F Unit Ar0T M P( Zone Overlay District Elm St.District CS District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: V4-1,hm- BUi , ,�M t `fg sjl Na R=AM Pry N, - Name(Print) Current Mailing Address: Signature IL Telephone 2.2 Authorized Anent: Name(Print) Current Mailing Address: Signature Telephone SECTION 3-EST ATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building t7 , r (a)Building Permit Fee 2. Electrical ` ' (b) Estimated Total Cost of Construction from 6 3. Plumbing ` (� rJ� i Building Permit Fee 4. Mechanical(HVAC) I q X04 l 5. Fire Protection i 6. Total=(1 +2+3+4+5) 2r.r' Check Number This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner/Inspector of Buildings Date 0 File#BP-2014-1124 APPLICANT/CONTACT PERSON WRIGHT BUILDERS , LPA - ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287(116) PROPERTY LOCATION 74 VILLAGE HILL RD-FLATS WEST BLDG MAP 38A PARCEL 104 001 ZONE PV(100)/SG b(1 00V THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid T,ypeof Construction: CONSTRUCT 2 STORY 6 UNIT TOWNHOUSE CONDOS W/ATT/GARAGES New Construction Non Structural interior renovations _- Addition to Existing Accessory Structure - Building Plans Included: Owner/Statement or License 070417 //[.0 3 sets of Plans/Plot Plan 1C-- THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: _j,,Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management em ' n ela 5^ Signature of Buil tng Offi tal Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. MW 74 VILLAGE HILL RD-FLATS WEST BLDG BP-2014-1124 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 38A- 104 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:New townhouses BUILDING PERMIT Permit# BP-2014-1124 Project# JS-2014-001914 Est. Cost: $1491642.00 Fee: $4801.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 070417 Lot Size(sc.ft.): 24175.80 Owner: WRIGHT BUILDERS Zoning: PV(100)/SG b(100)/ Applicant: WRIGHT BUILDERS AT. 74 VILLAGE HILL RD - FLATS WEST BLDG Applicant Address: Phone: Insurance: 48 Bates St (413) 586-8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:71912014 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY 6 UNIT TOWNHOUSE CONDOS W/ATT/GARAGES POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 7/9/2014 0:00:00 $4801.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner