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HomeMy WebLinkAboutCO, ALL DOCS - 16-00509 - 1115 Greenside Loop - SFRCertificate of Occupancy City of Rexburg Department of Community Development 35 N. 1st E. / Rexburg, ID. 83440 Phone (208) 359-3020 / Fax (208) 359-3022 Building Permit No: Applicable Addition of Code: Site Address: Use and Occupancy: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: IRC 2012 16-00509 1115 Greenside Loop 1115 Greenside Loop- SFR N/A No SDH Construction 1825 Midway Ave Ammon, ID 83406 Contractor: SDH Construction Special Conditions: This Certificate, issued persuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: _____ / _______ / ______ C.O. Issued by: __________________________ Building Inspector: __________________________ There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the building Official has reviewed and approved said future changes. Mechanical Inspector: Fire Alarm: Plumbing Inspector: Fire Dept./Sprinkler: Electrical Inspector: P&Z/Public Works: Finished basement complete at time of new construction = 1,494.00 sq. ft. Residential, one-and two-family = 1,871.00 sq. ft. Utility, miscellaneous = 1,206.00 sq. ft. Unfinished basement (all use group) = 193.00 sq. ft. Occupancy: N/A N/A N/A N/A N/A 12 30 16 16047 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 1 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' °SECTION 1 I.DRAWINGS ARE PRELIMINARY AND NOT FOR CONSTRUCTION UNLESS STRUCTURAL ENGINEER'S STAMP IS AFFIXED TO DRAWINGS. II.ANY DISCREPANCIES IN THE DRAWINGS, NOTES AND SPECIFICATIONS, SHALL BE REPORTED TO OWNER'S REPRESENTATIVE FOR CLARIFICATION. THE CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. III.THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. IV.CONTRACTOR TO SUBMIT A REQUEST TO ENGINEER/ARCHITECT FOR ANY SUBSTITUTION OF MATERIALS OR PRODUCTS SPECIFIED ON THE DRAWINGS. V.STRUCTURAL DESIGN PER 2009 INTERNATIONAL BUILDING CODE. VI.ALL CONSTRUCTION TO CONFORM TO 2009 IBC. VII.THE FOLLOWING NOTES APPLY UNLESS SHOWN OTHERWISE. VIII.THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR THE USE IN THE CONSTRUCTION OF A PROPOSED BUILDING TO WHICH THESE NOTES ARE ATTACHED. THE DRAWINGS SHALL NOT BE USED IN WHOLE OR IN PART, FOR FABRICATION OR CONSTRUCTION AT ANY OTHER LOCATION WITHOUT THE WRITTEN CONSENT OF THE ENGINEER. °SECTION 2 I.ROOF LOADING: PITCHED ROOF: LIVE LOAD (SNOW):35 PSF DEAD LOAD:15 PSF TOTAL LOAD 45 PSF II.FLOOR LOADING: LIVE LOAD:40 PSF DEAD LOAD:12 PSF TOTAL LOAD:52 PSF III.WIND LOADING: 90 MPH, EXPOSURE C IV.SEISMIC LOADING: SS = 0.600, S1 = 0.200 V.DESIGN SOIL PARAMETERS 1500 PSF BEARING PRESSURE ASSUMED WITH 45 PCF E.F.P. ACTIVE LATERAL EARTH PRESSURE IBC TABLE 1804.2 CLASS 4 MATERIAL(S) °SECTION 3 - CONCRETE I.GENERAL REQUIREMENTS STRUCTURAL CONCRETE FOR FOOTING SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI. CONCRETE FOR SLABS ON GRADE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AND A MAXIMUM WATER CEMENT RATIO OF 0.5. ALL OTHER CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI. MINIMUM CEMENT CONTENT SHALL BE 5 SACKS/CU. YD. MAXIMUM SIZE AGGREGATE SHALL BE 3/4", SLUMP NOT TO EXCEED 4". II.CAST IN PLACE CONCRETE IF SOFT, SPONGY OR WET SOILS ARE ENCOUNTERED CONSTRUCTION IS TO BE STOPPED AND ENGINEER CONTACTED IMMEDIATELY. A.CONCRETE FORM WORK TO BE OF ADEQUATE SIZE AND STRENGTH, PROPERLY BRACED TO PREVENT SAGGING OR BULGING. PROTECT ALL CONCRETE FROM FREEZING TEMPERATURES. REFER TO DRAWING FOR DIMENSIONS OF CONCRETE MEMBERS AND SIZE AND LOCATION OF ALL REINFORCEMENT. B.FOOTINGS NO FOOTING SHALL BE PLACED ON DISTURBED SOIL (IF DISTURBED, COMPACT SOIL IN 6" LIFTS TO 90% OF MAXIMUM DRY DENSITY PER ASTM D1557). FOOTINGS SHALL BE STEPPED DOWN ONE (1) VERTICALLY TO ONE AND ONE HALF (1-1/2) HORIZONTALLY. C.FOUNDATION WALLS REINFORCE PER DRAWINGS. DO NOT BACKFILL WALLS UNTIL MAIN FLOOR IS FRAMED AND SHEATHED AND CONCRETE HAS CURED A A MINIMUM OF 7 DAYS. USE HAND OPERATED COMPACTION EQUIPMENT ADJACENT TO NEWLY PLACED CONCRETE BASEMENT WALLS. D.CONCRETE PADS AND THICKENED SLABS REFER TO DRAWINGS AS TO SIZE AND REINFORCEMENT. E.CONCRETE SLABS SLABS ON GRADE, AS NOTED ON THE DRAWINGS, TO BEAR ON 6" COMPACTED GRAVEL BASE. MINIMUM SLAB REINFORCEMENT TO BE #3 RE-BAR @ 18" o.c. BOTH WAYS, PLACED 1" CLEAR FROM TOP FACE (U.N.O. ON PLANS). F.FIREPLACE FOOTINGS AND CMU WALLS REFER TO DRAWINGS. G.REINFORCEMENT REINFORCEMENT SHALL BE ASTM A615, GRADE 60 FOR #5 BARS AND LARGER, GRADE 40 FOR #3 & #4 BARS. ALL REBAR LAPPED 30 TIMES DIAMETER, REBAR AT FOOTINGS TO HAVE 3" CLEAR COVER OF CONCRETE (U.N.O. ON DRAWINGS). PROVIDE CORNER BARS WITH 18" LEGS AT THE CORNERS OF ALL WALLS AND FOOTINGS, SIZE AND PLACEMENT TO MATCH HORIZONTAL REINFORCEMENT. H.°ANCHOR BOLTS ANCHOR BOLTS TO BE ASTM A307, 1/2" DIA. x 10" EMBEDDED IN FOUNDATION WALLS @ 2'-8" o.c. (MAX) U.N.O. (SEE FOUNDATION PLAN FOR REQUIREMENTS AT SHEARWALLS). BOLTS TO BE WITHIN 1'-0" OF ENDS OF SILL PLATES (COORDINATE WITH GENERAL CONTRACTOR). MINIMUM OF TWO ANCHOR BOLTS PER SILL PLATE. ALL POSTS SUPPORTED BY ISOLATED FOOTINGS TO HAVE POST ANCHORS UNLESS BRACED IN STUD WALLS. REFER TO DRAWINGS FOR HOLDDOWN REQUIREMENTS. INSTALL REQUIRED EMBEDDED ITEMS PER MANUFACTURER'S CATALOG TO ENGAGE HOLDDOWNS. I.CONSTRUCTION AND CRACK CONTROL JOINTS ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS AND OTHER FOREIGN MATERIAL PRIOR TO PLACING ADJACENT CONCRETE. CRACK CONTROL JOINTS IN SLABS SHALL HAVE A MAXIMUM SPACING OF 15'-0" IN BOTH DIRECTIONS. THE CONTRACTOR SHALL SUBMIT THE DETAILS AND PROPOSED LOCATIONS OF CONSTRUCTION JOINTS AND CRACK CONTROL JOINTS FOR REVIEW BEFORE STARTING CONSTRUCTION. °SECTION 5 - FRAMING LUMBER I.SAWN STRUCTURAL LUMBER A.SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH (DF-L) NO. 2 OR BETTER FOR ALL 2 INCH AND 4 INCH NOMINAL LUMBER AND DF-L NO. 1 OR BETTER FOR 6 INCH NOMINAL AND LARGER STRUCTURAL MEMBERS (U.N.O.) B.WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD. C.ALL FRAMING DETAILS SHALL BE IN ACCORDANCE WITH CHAPTER 23 OF THE 2006 EDITION, UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL FRAMING NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE IBC UNLESS OTHERWISE SHOWN. PROVIDE STEEL STRAPS AT PIPES IN STUD WALLS AS REQUIRED BY IBC CHAPTER 23. PLUMBING AND ELECTRICAL RUNS IN STUD WALLS SHALL CONFORM TO CHAPTER 23. BOLTS SHALL BE STANDARD MACHINE BOLTS (A307). ALL NAILS SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. IF PNEUMATIC NAILERS ARE TO BE USED, CONTRACTOR MUST SUBMIT A SCHEDULE OF NAILS DESIRED AS SUBSTITUTION TO THE ARCHITECT OR ENGINEER FOR REVIEW. A CHANGE IN THE NUMBER OF NAILS OR A CLOSER NAIL SPACING MAY BE REQUIRED. D.METAL HANGERS AND CONNECTORS SHALL BE FULLY NAILED OR BOLTED UNLESS OTHERWISE NOTED ON THE DRAWINGS. METAL HANGERS OR CONNECTORS SHOWN ON THE DRAWINGS SHALL BE MANUFACTURED BY SIMPSON COMPANY. METAL HANGERS OR CONNECTORS BY OTHER MANUFACTURES MAY BE CONSIDERED WHERE LOAD CAPACITY AND DIMENSIONS ARE EQUAL OR BETTER. ALL SUBSTITUTIONS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW. E.PROVIDE SOLID BLOCKING BELOW ALL BEARING WALLS. PROVIDE SOLID VERTICAL BLOCKING IN FLOOR SPACE TO MATCH STUD BUNDLE OR SOLID COLUMN ABOVE AND BELOW. VERTICAL BLOCKING AT WOOD "I" JOISTS SHALL BE 1/16" LONGER THAN JOIST IS DEEP. MINIMUM POST TO BE TWO 2x STUDS BEARING AT EACH END OF HEADER U.N.O. FOR BEAMS FRAMING PERPENDICULAR TO BEARING WALLS PROVIDE FULL WIDTH BEAM POCKET WITH FILLER AS REQUIRED AND KING STUD BOTH SIDES. STITCH STUD BUNDLES TOGETHER WITH 16d COMMON @ 18" o.c. MAXIMUM (U.N.O.) WHERE FLOOR BEAMS ARE FRAMED FLUSH WITHIN FLOOR AND TOP FLANGE HANGERS ARE SPECIFIED, BEAMS ARE TO BE BLOCKED UP TO JOIST HEIGHT WITH FULL WIDTH DF-L SPACER AS REQUIRED. II.STRUCTURAL GLUED-LAMINATED TIMBER ALL GLUED-LAMINATED TIMBER SHALL BE COMBINATION 24F-V4 FOR SIMPLY SUPPORTED BEAMS, COMBINATION 24F-V8 FOR BEAMS CONTINUOUS OVER SUPPORTS, AND COMBINATION L2 FOR COLUMNS (U.N.O.) FABRICATION TO BE IN ACCORDANCE WITH AITC 117. PROVIDE WET-USE ADHESIVES. MAXIMUM MOISTURE CONTENT SHALL BE 15%. PROVIDE MILD STEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD. WOOD BEARING ON OR WITHIN 1" OF MASONRY OR CONCRETE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. SEAL END GRAIN OF ALL EXTERIOR, EXPOSED BEAMS INCLUDING NON-LOAD BEARING ARCHITECTURAL BEAMS. III.MANUFACTURED WOOD "I" JOISTS WOOD "I" JOISTS AS MANUFACTURED BY THE TRUS JOIST MacMILLAN CORPORATION SHALL BE DESIGNED AND CERTIFIED BY MANUFACTURER TO SUPPORT LOADINGS AS SHOWN ON THE DRAWINGS. SUBSTITUTION OF PRODUCTS BY OTHER MANUFACTURERS REQUIRES APPROVAL OF ENGINEER OF RECORD. JOISTS SHALL BE ERECTED, INSTALLED, AND BRACED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. IV.LAMINATED VENEER LUMBER (LVL) PRODUCTS SPECIFIED HEREIN AS ML OR M=L AND PL SHALL CONFORM TO THE PERFORMANCE CRITERIA OF LVL AND PSL PRODUCTS AS MANUFACTURED BY TRUSS JOIST MacMILLAN AS MICROLLAM AND PARALLAM. SUBSTITUTES ARE ACCEPTABLE PROVIDED THEY HAVE THE SAME STRUCTURAL VALUES AS ML AND PL. ANY SUBSTITUTIONS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW. J.VAPOR BARRIER VAPOR BARRIER TO BE 4 MIL POLYETHYLENE SHEET PLACED ON UNDISTURBED SOIL. VAPOR BARRIER UNDER SLAB ON GRADE, IF REQUIRED, PLACED ON COMPACTED GRAVEL WITH 1" OF DAMP SAND BETWEEN POLYETHYLENE VAPOR BARRIER AND CONCRETE. K.EMBEDDED ITEMS FOR HD TYPE HOLDDOWNS TO BE ASTM A307 HEX HEADED BOLT IN THE DIAMETER AS SPECIFIED BY THE MANUFACTURER FOR THE HD. ALL BOLTS TO HAVE 3" MIN. CONCRETE SIDE COVER. EMBEDDMENT DEPTHS ARE 15" FOR BOLTS UP TO AND INCLUDING 1" DIA., 24" DEPTH FOR BOLTS OVER 1". TYPICAL REINFORCEMENT TO PASS UNINTERRUPTED ALONGSIDE HOLDDOWN AS APPLICABLE. COUPLER NUTS MAY BE USED TO EXTEND THE HOLDDOWN ANCHOR THROUGH THE FLOOR PLATE TO THE SHEAR WALL CHORD. III.°EPOXY ANCHORS EPOXY GROUTED ANCHORS, IF USED, SHALL CONFORM TO HILTI HIT OR HILTI HVA EPOXY SYSTEM OR ENGINEER APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S INSTRUCTIONS. WIRE BRUSH AND BLOW OUT HOLES. °SECTION 4 - REINFORCED CONCRETE MASONRY UNITS (CMU) I.GENERAL REQUIREMENTS A.HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (MASONRY F'M=1500 PSI). USE TYPE M MORTAR WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI. GROUT SHALL BE A PEA GRAVEL CONCRETE WITH A 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI AND A MINIMUM SLUMP OF 6 INCHES. B.INSTALL CMU OF SIZE AND ARCHITECTURAL TYPE SPECIFIED. REINFORCE PER DRAWINGS. SOLID GROUT ALL CELLS BELOW GRADE, ALL REINFORCED CELLS, AND AS SPECIFIED IN DRAWINGS. ALL 8" CMU AT FIREPLACES TO BE SOLID GROUTED. MAXIMUM HEIGHT FOR GROUT LIFTS TO BE 4'-0" UNLESS CLEAN OUTS ARE USED. C.MASONRY WALLS TO BE LAID IN RUNNING BOND. REINFORCE THE WALLS HORIZONTALLY WITH (2) #4 BAR IN AN 8" HIGH BOND BEAM AT EACH FLOOR AND ROOF LEVEL, AT THE TOP AND BOTTOM OF WALLS, AND @ 4'-0" o.c. (MAX) BETWEEN. REINFORCE THE WALLS VERTICALLY WITH (1) #5 @ 4'-0" o.c. (MAX) FOR FULL HEIGHT OF THE WALL, PLUS ONE #5 VERTICAL AT EACH JAMB, CORNER AND DISCONTINUOUS END (U.N.O. ON DRAWINGS). LAP REINFORCEMENT 40 BAR DIAMETERS AT SPLICES. REFER TO DRAWINGS FOR LINTEL DETAILS AT FIREPLACES. D.PROVIDE DOWELS WITH STANDARD HOOKS BETWEEN FOUNDATIONS AND ALL CMU, DOWELS DRILLED AFTER THE FACT ARE NOT ACCEPTABLE UNLESS APPROVED BY THE ENGINEER. SIZE AND SPACING OF DOWELS TO MATCH VERTICAL REINFORCEMENT OF CMU. DOWELS TO PROJECT A MINIMUM OF 2'-0" INTO CMU AND 17 BAR DIAMETERS INTO FOUNDATION (U.N.O.) II.VENEER ANCHORAGE PROVIDE VENEER ANCHORAGE PER IBC 3006(D)1. ANCHOR TIES TO BE NOT LESS THAN 9 GA. GALVANIZED WIRE OR 22 GA. BY 1" GALVANIZED SHEET METAL. ANCHOR TIES SHALL BE SPACED NOT MORE THAN 24" o.c. AND SUPPORT NO MORE THAN 2 SQ. FEET OF VENEER. TIES SHALL BE PROVIDED TO HORIZONTAL JOINT REINFORCEMENT WIRE OF 9 GA. OR EQUIVALENT. JOINT REINFORCEMENT TO BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES. V.WOOD SHEATHING A.ALL WOOD SHEATHING SHALL BE APA RATED EXPOSURE 1 PLYWOOD OR OSB WITH THICKNESS, VENEER GRADES AND SPAN RATING AS NOTED HEREIN OR ON DRAWINGS, ROOF SHEATHING 5/8" WITH MINIMUM (40/20) SPAN RATING. FLOOR SHEATHING 3/4" T&G APA SPAN RATED TO 24". EXTERIOR WALL AND SHEAR WALL SHEATHING 7/16" WITH MINIMUM (24/0) SPAN RATING. B.ROOF AND FLOOR SHEATHING TO BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0" INSTALL ROOF SHEATHING WITH _" SPACE AT ALL PANEL EDGES. NAIL ROOF SHEATHING WITH 8d @ 6" o.c. AT SUPPORTED PANEL AND 12" o.c. AT INTERMEDIATE FRAMING, FLOOR SHEATHING WITH 10d @ 6" o.c. AT SUPPORTED PANEL EDGES AND 10" o.c. FIELD, U.N.O. HOLES ARE NOT PERMITTED IN DIAPHRAGMS UNLESS REVIEWED BY ENGINEER. C.NAIL EXTERIOR WALL SHEATHING WITH 8d @ 6" o.c. EDGES AND 12" o.c. FIELD, U.N.O. IN SHEARWALL SCHEDULE. OFFSET VERTICAL JOINTS 4'-0" INSTALL WITH _" GAP AT BUTT ENDS. VI.WOOD SHEARWALLS A.WHERE PLYWOOD PANELS ARE APPLIED TO BOTH SIDES OF SHEARWALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING MEMBERS SHALL BE 3" (NOMINAL) WIDE AND NAILS ON EACH SIDE SHALL BE STAGGERED. B.ALLOWABLE SHEAR VALUES IN SHEARWALL TABLE ARE FOR DOUGLAS FIR FRAMING MEMBERS (GROUP II). NO SUBSTITUTION OF LESSER GROUPS WILL BE ALLOWED. FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED BY HOT DIP GALVANIZING, MECHANICALLY DEPOSITED, OR ELECTRO-DEPOSITED. VII.PRE-MANUFACTURED WOOD TRUSSES WOOD TRUSSES SHALL BE FACTORY ASSEMBLED USING STRESS RATED MATERIALS DESIGNED TO SUPPORT LOADING SHOWN ON DRAWINGS. INSTALL AND BRACE PER MANUFACTURER. MANUFACTURER IS RESPONSIBLE FOR REVIEWING ALL CONNECTIONS AND FRAMING IN TRUSSED ROOF SYSTEMS ABOVE PLATE HEIGHT FOR COMPLETENESS AND COMPATIBILITY WITH TRUSS DESIGNS. THIS INCLUDES ALL EAVE OVERHANGS AND OVER-FRAMES. SHOP DRAWINGS, DETAILS AND DESIGN CALCULATIONS OF TRUSSED ROOF SYSTEM MUST BE STAMPED BY A LICENSED CIVIL ENGINEER AND SUBMITTED TO ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION. °SECTION 6 - STRUCTURAL STEEL AND MISCELLANEOUS METALS STEEL SHALL CONFORM TO ASTM A992 UNLESS OTHERWISE NOTED. SQUARE OR RECTANGULAR STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (FY=46KSI). ALL WORK SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". SHOP DRAWINGS SHALL BE SUBMITTED FOR THE OWNER'S REPRESENTATIVES REVIEW BEFORE COMMENCING FABRICATION. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BY STRUCTURAL WELDING CODE, AWS D1.1. ALL FIELD WELDING TO BE ACCOMPLISHED BY AWS CERTIFIED WELDERS. ALL STEEL ANCHORS, TIES AND OTHER MEMBERS TO BE EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. ALL MACHINE BOLTS SHALL BE ASTM A307 U.N.O. AND SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF LOCKING NUTS. ALL NUTS, BOLTS, WASHERS AND MISC. STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED. °SECTION 7 - JOB SAFETY THE ENGINEER HAS NOT BEEN RETAINED NOR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK, OR OCCUPANCY BY ANY PERSON. PAGE 1 COVER PAGE PAGE 2 MAIN FLOOR PLAN PAGE 3 FOUNDATION/BASEMENT PLAN PAGE 4 ELEVATIONS PAGE 5 ELEVATIONS PAGE 6 SECTIONS & DETAILS PAGE 7 LEGEND AND NAILING SCHEDULE PAGE 8 ROOF FRAMING PLAN PAGE 9 FLOOR FRAMING PLAN PAGE 10 PLOT PLAN PLOT PLAN Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. S t r u c t u r a l N o t e s copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 DN D W R E F . 4 0 1 6 F X 4 0 1 6 F X 2 8 6 8 4 0 1 6 F X 1 8 6 8 9090 18090 4050SH 4070MU 4 0 0 1 0 L S 3050SH 3050SH 3050SH 50010FX 2040SH 5040LS 2040SH8080 2 6 6 8 5068 3068 2868 2868 2 4 6 8 1668 30685040LS 4068 5 0 6 8 2566 2868 6 0 6 8 2 4 6 8 2 8 6 8 2468 5684 3050SH 3050SH 3050SH 3 0 5 0 S H 3 0 5 0 S H 6 0 6 8 3 0 6 8 UP 8'-0" X 4'-9" 33'-0" X 25'-6" 11'-5" X 3'-11" 14'-11" X 9'-11" 1820 SQ FT 70'-0" 13'-6"8'-10"4'-8"15'-0"15'-0"13'-0" 2'-4"4'-0"4'-0"3'-2"4'-3"4'-7"4'-8"3'-6"3'-6"3'-6"4'-6"4'-0"3'-6"3'-6"4'-0"6'-6"6'-6" 1 0 '-0 " 5 '-0 " 5 '-0 " 1 9 '-0 " 1 6 '-0 " 3 5 '-0 " 1 3 '-0 " 2 '-4 " 5 '-4 " 1 4 '-4 " 2 '-1 0 " 2 '-6 " 6 1 '-0 " 1 0 '-0 " 4 8 '-0 " 3 '-0 " 3 '-3 " 3 '-6 " 3 '-3 " 1 0 '-6 " 1 2 '-0 " 8 '-1 0 " 9 '-4 " 7 '-4 "7'-8"5'-10"10'-6" 3'-10"3'-10"3'-2"2'-8"5'-3"5'-3" 70'-0" 13'-0"21'-0"24'-0"12'-0" 6'-0"6'-0"6'-6"6'-6"10'-6"10'-6" 70'-0" 1 '-0 " 2 '-0 " 3'-0"2'-8"2'-10" 4'-11" 3 '-1 1 1 /2 " 3'-5" 23'-7 1/2" 5'-2 1/2"7 '-6 1 /2 " 7'-11" 15'-0" 19'-6" 13'-0" 4 '-2 " 8 '-6 " 2 '-4 " 8'-6 1/2"5 '-3 1 /2 " 4'-0"4'-6" 1 7 '-0 " 8 '-0 " 2 3 '-0 " 13'-0"6'-5"11'-6"2'-7 1/2" 8'-6 1/2" 6 '-7 1 /2 " 1 2 '-6 1 /2 " 3'-6" 7'-8"5'-8 1/2"10'-2 1/2"11'-1" 7 '-0 " 1 6 '-1 0 " 3 '-7 " 1 2 '-7 " 3 '-6 " GARAGE PORCH OPEN BELOW D.01D.01 H1H1H1H1H1H1 TILE FLOORING 3/12 VAULT BENCH ARCHED OPENING 3/12 VAULT 3/12 VAULT PRIVACY GLASS LIVING AREA 1871 sf SQUARE OPENING ARCHED OPENING ARCHED OPENING PLANT SHELF ARCHED OPENING H1H1 MICROWAVE TRAY CEILING WITH ARCH 3/12 VAULT 3/12 VAULT H1H1 TILE FLOORING PORCH TILE FLOORING TILE FLOORING H1H1 DD H1 = SIMPSON STHD10 OR STHD10RJ AT RIM JOIST H2 = SIMPSON STHD14 OR STHD14RJ AT RIM JOIST H1H1 H1H1 H1H1 H2H2 H2H2 H2H2 H2H2 H1H1 D.08D.08 D.09D.09 CARPET FLOORING From 15077.plan SHEAR WALL SCHEDULE SPACING FIELD NAIL SPACING EDGE NAILTYPE 6"12" 12"4" 12" 3"12" 2" NOTES: 1) SHEETING NAILS ARE TO BE 8d COMMON NAILS 2) ALL PANEL EDGES ARE TO HAVE BLOCKING WITH EDGE NAILING 3) TYPE C AND D WALLS ARE TO HAVE 3" NOMINAL FRAMING AT ALL PANEL EDGES. 4) UNLESS NOTED OTHERWISE SHEET ALL EXTERIOR WALLS AS TYPE "A" WALLS 5) STAPLES SHALL BE 16 GAGE AND HAVE A MINIMUM CROWN WIDTH OF 7/16" AND SHALL BE INSTALLED WITH THEIR CROWN PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. 6) STAPLES SHALL HAVE 1" MINIMUM PENETRATION IN FRAMING AA BB CC DD SPACING FIELD STAPLE SPACING EDGE STAPLE 3"12" 12"2" NOT PERMITTED NOT PERMITTED NOT PERMITTED NOT PERMITTED CARPET FLOORING BALUSTER DD VAULT LINE H1H1 LIVING AREA H1H1 H1H1 BBBB Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 2 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' MAIN FLOOR PLAN M A I N F L O O R P L A N Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 WH UP Basement Finished Area Garage Area Cold Storage Area Foundation AreaBasement Area Main floor = 1871 sfFoundation = 1814 sfBasement = 1612 sfBasement finished = 1494 sfCold Storage = 75 sfGarage = 1206 sf S S SS W H 4040LS 4 0 4 0 L S 4 0 4 0 L S 2 4 6 8 2668 4040LS 2 6 6 8 2 4 6 8 2668 2868 4 0 4 0 L S 1668 4068 5068 2450 1616 3068 2668 2668 2468 1668 UP 32'-8" X 27'-4" 1892 SQ FT 1 4 '-0 3 /4 " 5 '-5 1 /2 " 1 3 '-5 3 /4 " 5'-0" 1 2 '-1 0 1 /2 " 13'-2" 4'-9" 6 '-1 0 " 3 '-1 0 1 /2 " 4 '-0 " 4 '-0 " 2 '-0 " 3 '-6 " 42'-0"15'-0"13'-0" 9 '-1 0 " 70'-0" 14'-6"10'-4"17'-2"15'-0" 14'-10"5'-6"4'-0"5'-6" 1 '-0 " 6 1 '-0 " 1 0 '-0 " 4 8 '-0 " 3 '-0 " 1 4 '-0 " 1 8 '-0 " 3 3 '-0 " 1 0 '-0 " 1 3 '-4 " 1 9 '-8 " 1 1 '-5 " 4 '-0 " 4 '-3 " 4 '-6 " 4 '-0 " 4 '-1 0 " 9'-10"12'-2" 2'-9"4'-0"3'-1" 70'-0" 13'-0"21'-0"8'-0"6'-0"22'-0" 9 '-2 " 4 '-1 0 " 5 '-1 3 /4 " 2 7 '-1 0 1 /4 " 13'-0"21'-0" 2 3 '-0 " 7'-7 3/4" 7'-1"2 '-0 " 5 '-1 0 " 1 4 '-0 3 /4 " 3 '-9 1 /2 " 1 5 '-1 3 /4 " 11'-9"5'-4 1/2"3'-11 1/2"8'-4" 1 2 '-0 1 /2 " 10'-7 1/2" 1 3 '-0 " 5 '-0 " GARAGE PLAY AREA DOOR AND WINDOW FOR UNDER STAIRS H1H1H1H1H1H1 H1H1 H1H1 H1H1 H1 = SIMPSON STHD10 OR STHD10RJ AT RIM JOIST H2 = SIMPSON STHD14 OR STHD14RJ AT RIM JOIST D.01D.01 F1F1 F4F4 9' BASEMENT FOUNDATION WALLS F2F2 F1F1 F1F1 F1F1 F4F4 F4F4 F2F2 F4F4 D.01D.01 D.02D.02 D.03D.03 F1 = 1'-6"X8" CONTINUOUS FOOTING WITH (2) #4 BARS F2 = 1'-4"X8" CONTINUOUS FOOTING WITH (2) #4 BARS F3 = 2'-6"X2'-6"X10" FOOTING WITH (3) #4 BARS F4 = 2'-0"X10" CONTINUOUS FOOTING WITH (3) #4 BARS H1H1 H1H1 H1H1 F4F4 LIVING AREA F4F4 F4F4 F3F3 H2H2 D.10D.10 F4F4 F4F4 F4F4 F4F4 H2H2 H2H2 H2H2 H1H1 HALF WALL H1H1 H1H1 H1H1 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 3 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' Basement Finish Area FOUNDATION PLAN F O U N D A T I O N /B A S E M E N T P L A N Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf 8 12 8 12 8 12 8 12 8 12 8 12 Top of Footing -10.18' Top of Subfloor - Foundation -9.84'4 " Top of Subfloor - 1st Floor 0.00' 9 '-1 0 1 /8 " Grade Level 0.00' Highest Rough Ceiling 8.09' 8 '-1 1 /8 " Highest Ridge 20.11' 1 2 '-0 1 /8 " 8 '-1 1 /8 " 6 12 6 12 SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 4 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' FRONT ELEVATION RIGHT ELEVATION E L E V A T I O N S Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf 8 12 8 12 8 12 6 12 6 12 6 12 SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 5 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' BACK ELEVATION LEFT ELEVATION E L E V A T I O N S Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 FOOTING SEE FOUNDATION PLAN BOTTOM OF FOOTING MUST BE BELOW FROST DEPTH POST SEE FRAMING PLAN SIMPSON BASE TO MATCH POST (4) #4 "J" BARS EXTEND INTO FOUNDATION WALL 12" MIN. (6" MIN. HOOK) 10" DIA. PIER WITH (4) #4 BARS D.10D.10 NOT TO SCALE DECK PIER DETAIL MIN HEADER (2) 2X12 FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS)SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2x4 STUDS 2x4 STUDS 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE EXTERIOR WALL AND SHEAR WALL SHEATHING MUST BE 7/16" WITH MINIMUM (24/16) SPAN RATING TO USE THIS DETAIL 4 '-0 " D.06D.06 PORTAL FRAME SYSTEMD.08D.08 NOT TO SCALE 2X4 ATTACHED TO HEADER WITH TWO ROWS OF 16d NAILS @ 3" O.C. SIMPSON MSTC28 ON OPPOSITE SIDE AS SHEETING MIN HEADER (2) 2X12 FASTEN SHEETING TO HEADER IN 3" GRID PATTERN DIRECTLY ABOVE PIER MIN 2X4 FRAMING ATTACH SHEETING TO ALL MEMBERS WITH 8d NAILS @ 3" O.C. SIMPSON STHD14 SIMPSON MSTC28 ON OPPOSITE SIDE AS SHEETING MIN (2) 2X4 POST SIMPSON STHD14 10" LONG 5/8" Ø A 307 "J" BOLT @ 32" O.C. EMBEDDED 10" MIN. NUT WITH 3/16"X3"X3" PLATE WASHER & STANDARD WASHER FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME 2X4 ATTACHED TO HEADER WITH TWO ROWS OF 16d NAILS @ 3" O.C. SIMPSON MSTC28 ON OPPOSITE SIDE AS SHEETING FASTEN SHEETING TO HEADER IN 3" GRID PATTERN DIRECTLY ABOVE PIER MIN 2X4 FRAMING ATTACH SHEETING TO ALL MEMBERS WITH 8d NAILS @ 3" O.C. SIMPSON STHD14 10" LONG 5/8" Ø A 307 "J" BOLT @ 32" O.C. EMBEDDED 10" MIN. NUT WITH 3/16"X3"X3" PLATE WASHER & STANDARD WASHER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 1/2" SHEETROCK DOUBLE 2X6 TOP PLATES 2X6 STUDS @ 16" O.C. OR OPTION D.07 1/2" SHEETROCK FULL WALL BLOWN INSULATION R-22 2X6 BOTTOM PLATES 3/4" T&G FOOR SHEETING 7/16" SHEETING NAIL EDGES WITH 8d NAILS @ 6" O.C. AND FIELD NAIL @ 12" O.C. UNLESS NOTED OTHERWISE RIM BOARD 11-7/8" FLOOR JOIST WALL SECTION REINFORCEMENT SEE FOUNDATION PLAN 4" GRAVEL 4" CONCRETE SLAB FOOTING SEE SCHEDULE 10" LONG 1/2" Ø A 307 "J" BOLT @ 32" O.C. EMBEDDED 7" MIN.FULL WALL BLOWN INSULATION R-11 2X4 TREATED BOTTOM PLATE 2X4 STUDS @ 16" O.C. 2X4 TOP PLATE 2X4 TREATED SEAL PLATE SILL SEAL 8" CONCRETE FOUNDATION WALL WITH HORIZONTAL #4 BARS SPACED PER SCHEDULE FIRST BAR AT 4" FROM TOP AND BOTTOM PLACE VERTICAL BARS PER SCHEDULE #4 "J" BARS MATCH WALL SPACING EXTEND INTO FOUNDATION WALL 12" MIN. (6" MIN. HOOK) 7/16" OSB ROOF SHEETING NAIL EDGES @ 6" O.C. AND FIELD NAIL @ 12" O.C. UNLESS NOTED OTHERWISE PRE-ENGINEERED ROOF TRUSSES NUT WITH 3/16"X3"X3" PLATE WASHER & STANDARD WASHER NOT TO SCALE BLOWN INSULATION R-50 SIMPSON H1 @ EACH TRUSS D.01D.01 H VERTICAL HORIZONTAL WIDTH HEIGHT #4 BARS 8'-0"24" O.C.24" O.C.1'-6"8"2 9'-0"18" O.C.18" O.C.2'-0"11"3 10'-0"16" O.C.18" O.C.2'-6"12"4 11'-0"10" O.C.18" O.C.3'-0"12"4 12'-0"8" O.C.18" O.C.4'-0"12"6 FOUNDATION WALL FOOTING 2X TREATED BOTTOM PLATE FOOTING SEE FOUNDATION PLAN 1/2" Ø SIMPSON TITEN HD BOLTS EMBEDED 3" MIN @ 6'-0" MAX. O.C. SPACING D.02D.02 INTERIOR FOOTING DETAIL NOT TO SCALE 77 33 11 55 8' WALL WINDOW OPENINGD.04D.04 44 33 1 = DOUBLE 2X6 TOP PLATES 2 = HEADER PER FRAMING PLAN 3 = 2X6 CRIPPLE SEE FRAMING PLAN 4 = 2X6 KING STUD 5 = 2X6 6 = 2X6 @ 16" O.C. 7 = 2X6 BOTTOM PLATE 8 = (92-5/8") 2X6 STUDS @ 16" O.C. 9 = EXTERIOR SHEETING 22 44 55 88 66 AA AA AAAA 11 99 55 22 99 22 55 11 99 22 55 11 DOUBLE 2X TOP PLATES ROOF JOIST @ 24" O.C. BOUNDARY NAILING BLOCKING FLOOR SHEETING 16d NAILS @ 6" O.C. ALTERNATE SIDES BEARING WALL DETAILD.05D.05NOT TO SCALE D.06D.06 TRUSS TO WALL CONNECTION NOT TO SCALE DOUBLE 2X6 TOP PLATES 2X BLOCKING TO WITHIN 2" OF ROOF SHEETING BOUNDARY NAILING 7/16" OSB ROOF SHEETING NAIL EDGES @ 6" O.C. AND FIELD NAIL @ 12" O.C. UNLESS NOTED OTHERWISE PRE-ENGINEERED ROOF TRUSSES SIMPSON H1 @ EACH TRUSS 2X FASCIA BOARD 2x4 STUDS 2x4 STUDS 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE EXTERIOR WALL AND SHEAR WALL SHEATHING MUST BE 7/16" WITH MINIMUM (24/16) SPAN RATING TO USE THIS DETAIL PROVIDE WEATHER RESISTIVE BARRIER OVER SHEETING GARAGE FOUNDATION DETAILD.03D.03 (2) CONTINUES #4 BARS NOT TO SCALE 1'-6"X10" CONCRETE FOOTING 4" CONCRETE SLAB #4 "J" BARS @ 2' O.C. EXTEND INTO FOUNDATION WALL 12" MIN. (6" MIN. HOOK) 6" CONCRETE FOUNDATION WALL WITH HORIZONTAL #4 BARS @ 24" O.C. FIRST BAR AT 4" FROM TOP AND BOTTOM PLACE VERTICAL BARS AT 24" O.C. 4" GRAVEL 10" LONG 1/2" Ø A 307 "J" BOLT @ 32" O.C. EMBEDDED 7" MIN. 2X TREATED SEAL PLATE SILL SEAL NUT WITH 3/16"X3"X3" PLATE WASHER & STANDARD WASHER H E I G H T MIN HEADER (2) 2X12 FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS)SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2x4 STUDS 2x4 STUDS 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE EXTERIOR WALL AND SHEAR WALL SHEATHING MUST BE 7/16" WITH MINIMUM (24/16) SPAN RATING TO USE THIS DETAIL Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf 1 9 .2 " 1 9 .2 " 9 .6 " 9 .6 " 9 .6 " 9 .6 " 2 4 .0 " 2 4 .0 " 1 2 .0 " 1 2 .0 " 1 2 .0 " 1 2 .0 " MIN HEADER (2) 2X12 FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS)SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2x4 STUDS 2x4 STUDS D.07D.07 OPTIONAL 2X4 STAGGERED STUDS NOT TO SCALE UP TO 9'-6" TALL WALL 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE UP TO 10'-4" TALL WALL EXTERIOR WALL AND SHEAR WALL SHEATHING MUST BE 7/16" WITH MINIMUM (24/16) SPAN RATING TO USE THIS DETAIL 7 9 " 39"29" MIN HEADER (2) 2X12 FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) HIDDEN PANTRY DOOR DETAILD.09D.09 2x4 STUDS 2x4 STUDS 2X6 BOTTOMPLATE &DOUBLE 2X6TOP PLATE 2X6 BOTTOMPLATE & DOUBLE 2X6TOP PLATE EXTERIOR WALL AND SHEAR WALL SHEATHING MUST BE7/16" WITH MINIMUM (24/16)SPAN RATING TO USE THISDETAIL SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 6 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' S E C T I O N S & D E T A I L S Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf W H REF. DW W??WINDOW OPENING DOOR OPENING DOUBLE SWING DOOR OPENING REFRIGERATOR LAUNDRY WASHER & DRYER DISH WASHER WALL OVEN COOK RANGE WITH OVEN DOUBLE KITCHEN SINK SINGLE UTILITY SINK BATHROOM SINK TOILET BATH TUB WITH SHOWER LARGE SOAKER TUB SHOWER WATER HEATER PEDESTAL SINK FORCED AIR FURNACE INSERT FIRE PLACE WOOD STOVE D?? D?? i.Corrosion-resistant staples with nominal 7/16-inch crown or 1-inch crown and 11/4-inch length for 1/2-inch sheathing and 1-inch length for 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). j.Casing (11/2" × 0.080") or finish (11/2" × 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k.Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. l.For roof sheathing applications, 8d nails (21/2" × 0.113") are the minimum required for wood structural panels. m.Staples shall have a minimum crown width of 7/16 inch. n.For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. o.Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports for roof sheathing. p.Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. a.Common or box nails are permitted to be used except where otherwise stated. b.Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c.Common or deformed shank (6d - 2" × 0.113"; 8d - 21/2" × 0.131"; 10d - 3" × 0.148"). d.Common (6d - 2" × 0.113"; 8d - 21/2" × 0.131"; 10d - 3" × 0.148"). e.Deformed shank (6d - 2" × 0.113"; 8d - 21/2" × 0.13 1"; 10d - 3" × 0.148"). f.Corrosion-resistant siding (6d - 17/8" × 0.106"; 8d - 23/8" × 0.128") or casing (6d - 2" × 0.099"; 8d - 21/2" × 0.113") nail. g.Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. h.Corrosion-resistant roofing nails with 7/16-inch-diameter head and 11/2-inch length for 1/2-inch sheathing and 13/4-inch length for 25/32-inch sheathing. FASTENING SCHEDULE PLAN SYMBOLS SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 7 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' L E G E N D A N D N A I L I N G S C H E D U L E Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 C1 (2) 2X4 C2 (3) 2X4 C3 (4) 2X4 C4 (5) 2X4 C5 (2) 2X6 C6 (3) 2X6 C7 (4) 2X6 C8 (5) 2X6 C9 4X4 C10 6X6 C11 8X8 B1 = (2) 2X10 B2 = (3) 2X10 B3 = (2) 1-3/4"X11-7/8" LVL B4 = PRE-ENGINEERED TRUSSES @ 24" O.C. DESIGNED BY MANUFACTURER B5 = (2) 2X10 FLUSH FRAMED B6 = (2) 2X8 B7 = (2) 1-3/4"X7-1/4" LVL B8 = (4) 1-3/4"X9-1/2" LVL B9 = 11-7/8" TJI 210 @ 16" O.C. B10 = 6" THICK CONCRETE SLAB WITH #4 BARS @ 16" O.C. EACH DIRECTION B11 = NOT USED B12 = 3-1/8"X9" GLULAM B13 = (1) 1-3/4"X11-7/8" LVL B14 = (2) 1-3/4"X11-7/8" LVL SIMPSON IUS1.81/11.88HANGER DN UP 8'-0" D.01D.01 3/12 VAULT ARCHED OPENING 3/12 VAULT 3/12 VAULT ARCHED OPENING MICROWAVE TRAY CEILING 3/12 VAULT 3/12 VAULT B1B1 B1B1 B1B1 B1B1 B2B2 B4B4 B1B1 B1B1 B1B1 B1B1 B1B1 C6C6B1B1B1B1 B1B1 B1B1 B1B1 C6C6 B1B1 B3B3 C6C6C6C6 B5B5B5B5 C2C2 C2C2C1C1 D.08D.08 C2C2 From 15077.plan B12B12 B1B1 C6C6 B1B1 B1B1 B1B1 B1B1 B1B1 B1B1 C6C6 C2C2 C2C2 B5B5 B1B1 VAULT LINE B1B1 C6C6 C9C9 C6C6 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 8 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' MAIN FLOOR FRAMING PLAN ROOF FRAMING PLAN F R A M I N G P L A N S Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 UP C2C2C2C2 B9B9 C4C4 B13B13 B7B7 B6B6 B6B6 B8B8 B6B6 B10B10 D.05D.05 B14B14 D.01D.01 B14B14 B6B6 D.01D.01 D.03D.03 B1 = (2) 2X10 B2 = (3) 2X10 B3 = (2) 1-3/4"X11-7/8" LVL B4 = PRE-ENGINEERED TRUSSES @ 24" O.C. DESIGNED BY MANUFACTURER B5 = (2) 2X10 FLUSH FRAMED B6 = (2) 2X8 B7 = (2) 1-3/4"X7-1/4" LVL B8 = (4) 1-3/4"X9-1/2" LVL B9 = 11-7/8" TJI 210 @ 16" O.C. B10 = 6" THICK CONCRETE SLAB WITH #4 BARS @ 16" O.C. EACH DIRECTION B11 = NOT USED B12 = 3-1/8"X9" GLULAM B13 = (1) 1-3/4"X11-7/8" LVL B14 = (2) 1-3/4"X11-7/8" LVL C4C4 SIMPSON IUS1.81/11.88 HANGER B6B6 D.10D.10 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf C1 (2) 2X4 C2 (3) 2X4 C3 (4) 2X4 C4 (5) 2X4 C5 (2) 2X6 C6 (3) 2X6 C7 (4) 2X6 C8 (5) 2X6 C9 4X4 C10 6X6 C11 8X8 B1 = (2) 2X10 B2 = (3) 2X10 B3 = (2) 1-3/4"X11-7/8" LVL B4 = PRE-ENGINEERED TRUSSES @ 24" O.C. DESIGNED BY MANUFACTURER B5 = (2) 2X10 FLUSH FRAMED B6 = (2) 2X8 B7 = (2) 1-3/4"X7-1/4" LVL B8 = (4) 1-3/4"X9-1/2" LVL B9 = 11-7/8" TJI 210 @ 16" O.C. B10 = 6" THICK CONCRETE SLAB WITH #4 BARS @ 16" O.C. EACH DIRECTION B11 = NOT USED B12 = 3-1/8"X9" GLULAM B13 = (1) 1-3/4"X11-7/8" LVL B14 = (2) 1-3/4"X11-7/8" LVL SIMPSON IUS1.81/11.88HANGER SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 9 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 16047 Main floor = 1871 sf Foundation = 1814 sf Basement = 1612 sf Basement finished = 1494 sf Cold Storage = 75 sf Garage = 1206 sf 1 6 0 ' S 0 ° 1 1 ' 1 9 " E 136.5' N89° 59' 46"E 136.5' S89° 59' 46"W 1 6 0 ' S 0 ° 1 1 ' 1 9 " E DN UP T I L E F L O O R I N G S Q U A R E O P E N I N G ARCHED OPENING P L A N T S H E L F A R C H E D O P E N I N G TILE FLOORING T I L E F L O O R I N G T I L E F L O O R I N G CARPET FLOORING CARPET FLOORING N 2 6 '-0 " 33'-10" 32'-1" 7 2 '-7 " 2 5 '-0 " 2 0 '-0 " 9'-11"10'-0" 34'-0" Greenside Loop Lot 7, Block 1, Division #2 Pine Brook Estates 1115 Greenside Loop Rexburg, Idaho DRIVE WAY 10'0 10'20'30' SHEET: I F D R A W I N G S A R E N O T S T A M P E D A N D S I G N E D T H E Y A R E T O B E C O N S I D E R E D P R E L I M I N A R Y N O T F O R C O N S T R U C T I O N O R P E R M I T . T H E S E D R A W I N G S A R E O N L Y T O B E U S E D F O R T H E L O C A T I O N S P E C I F I E D . I F S U B M I T T E D F O R A N Y O T H E R L O C A T I O N P L E A S E C O N T A C T C R O O K S T O N C U S T O M D E S I G N S . SCALE: S H E E T T I T L E : P R O J E C T D E S C R I P T I O N : N O . P h o n e : (4 3 5 ) 7 5 7 -2 9 0 6 F a x : (8 6 6 ) 8 0 1 -0 2 3 0 D R A W I N G S P R O V I D E D B Y : Professional Stamp For Structural Design Only 7/15/2016 10 J o h n s o n H o m e 1 1 1 5 G r e e n s i d e L o o p R e x b u r g , I d a h o D A T E B Y D E S C R I P T I O N 2 7 5 5 J u n i p e r C i r c l e N o r t h L o g a n , U t a h 8 4 3 4 1 JOB # C r o o k s t o n C u s t o m D e s i g n s 1 B J C C o n s t r u c t i o n S e t 7 /1 5 /2 0 1 6 w w w w w w ..C C r r o o o o k k s s t t o o n n D D e e s s i i g g n n s s ..c c o o m m 1/4" = 1' Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options and possible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations. 1" = 10' copyright © Crookston Custom Designs 7/15/2016 copyright © Crookston Custom Designs 7/15/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 7 /1 5 /2 0 1 6 STRUCTURAL CALCULATIONS FOR Johnson Home BUILDING CODE:2012 IBC LOADING: Wind (Speed):90 mph Wind (Exposure):C Seismic Zone:0.600 0.200 Design Category:D Roof Dead Load: Roof Live Load :20 Snow Load 30 Floor Dead Load:12 Floor Live Load:40 Crookston Custom Designs 1712 East 2450 North North Logan, Utah 84341 1115 Greenside Loop Rexburg, Idaho Ss= S1= psf psf psf + Drift psf psf Building Information # of Stories=1 Seismic Wind Pressures Projected Roof Pitch 6/12 Cs =0.08123 Walls 14.95 Min. Projected pressure Joist Depth 1ft Roof 9.66 10 Roof Over Hang 1ft Floor Height (ft) Width (ft) Depth (ft) Area (sf) 1 8 70 48 33 3360 12 22 12 0 93272 280 864 132 875 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 NA 0 0 0 0 0 Seismic (lb)Wind (lb) Floor Floor Roof Wall X Roof X Wall Y Roof Y 10psf X 10psf Y Max X Max Y 1 0 7577 4185 8350 1973 8457 11440 10070 12535 10430 2 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 4 NA 0 0 0 0 0 0 0 0 0 Floor 1 Floor 2 Floor 3 Floor 4 Floor Roof Floor Roof Floor Roof Roof Line / Total Direction 0 3360 0 0 0 0 0 1 Y 0 17 0 0 0 0 0 2 Y 0 0 0 0 0 0 0 3 Y 0 35 0 0 0 0 0 4 Y 0 18 0 0 0 0 0 A X 0 4 0 0 0 0 0 B X 0 21.5 0 0 0 0 0 C X 0 22.5 0 0 0 0 0 D X 0 0 0 0 0 0 0 - X 0 0 0 0 0 0 0 Total Y 0 70 0 0 0 0 0 Total X 0 48 0 0 0 0 0 Floor 1 Floor 2 Floor 3 Floor 4 Floor Roof Floor Roof Floor Roof Roof Floor Totals (lb) Line / Total Lb 0 7577 0 0 0 0 0 1 2 3 4 1 0 1840 0 0 0 0 0 1840 0 0 0 1840 2 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3788 0 0 0 0 0 3788 0 0 0 3788 4 0 1948 0 0 0 0 0 1948 0 0 0 1948 A 0 631 0 0 0 0 0 631 0 0 0 631 B 0 3394 0 0 0 0 0 3394 0 0 0 3394 C 0 3552 0 0 0 0 0 3552 0 0 0 3552 D 0 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 15153 0 0 0 0 0 Vertical Distribution w*h Distributed Force (lb) Floor 1 2 3 4 Floor Line \ Height 8 8 8 8 Sum w*h Line 1 2 3 4 1 14720 0 0 0 14720 1 1840 0 0 0 2 0 0 0 0 0 2 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3 30306 0 0 0 30306 3 3788 0 0 0 4 15586 0 0 0 15586 4 1948 0 0 0 A 5051 0 0 0 5051 A 631 0 0 0 B 27149 0 0 0 27149 B 3394 0 0 0 C 28412 0 0 0 28412 C 3552 0 0 0 D 0 0 0 0 0 D #DIV/0! #DIV/0! #DIV/0! #DIV/0! - 0 0 0 0 0 - #DIV/0! #DIV/0! #DIV/0! #DIV/0! Floor Line / Total Direction Floor 1 Floor 2 Floor 3 Floor 4 Line 1 2 3 4 1 Y 17 0 0 0 1 3044 0 0 0 2 Y 0 0 0 0 2 0 0 0 0 3 Y 35 0 0 0 3 6268 0 0 0 4 Y 18 0 0 0 4 3223 0 0 0 A X 4 0 0 0 A 869 0 0 0 B X 21.5 0 0 0 B 4672 0 0 0 C X 22.5 0 0 0 C 4889 0 0 0 D X 0 0 0 0 D 0 0 0 0 - X 0 0 0 0 - 0 0 0 0 Total Y 70 0 0 0 Total X 48 0 0 0 psf Depth Wind (ft) Floor DL (psf) Roof DL (psf) Wall DL (psf) Floor Weight Roof Weight Area Wall X Area Roof X Area Wall Y Area Roof Y Seismic Tributary (sf) Seismic Load (lb)Line Total (lb) Wind Tributary (ft) Shear Line A Total Length 4 Wall Type A 260 Level 1 8ft V_wind=869lb V_EQ=631lb 0.7*V_EQ= 441.966lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 2 0.5 217 110 364 130 0.60 0.85 120 500 1738 884 1366 512 b 2 0.5 217 110 364 130 0.60 0.85 120 500 1738 884 1366 512 c 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 Shear Line B Total Length 6.5 Wall Type D 640 Level 1 8ft V_wind=4672lb V_EQ=3394lb 0.7*V_EQ= 2375.57lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 3.25 0.8125 719 365 896 520 0.80 0.70 280 500 5750 2924 5177 2351 b 3.25 0.8125 719 365 896 520 0.80 0.70 280 500 5750 2924 5177 2351 c 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 Shear Line C Total Length 11.75 Wall Type B 350 Level 1 8ft V_wind=4889lb V_EQ=3552lb 0.7*V_EQ= 2486.06lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 8.75 1 416 212 490 350 0.85 0.60 280 500 3329 1693 2294 658 b 3 0.75 416 212 490 263 0.85 0.81 280 500 3329 1693 2777 1141 c 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 280 500 0 0 0 0 Shear Line 1 Total Length 32.9 Wall Type A 260 Level 1 8ft V_wind=3044lb V_EQ=1840lb 0.7*V_EQ= 1288.01lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 5.3 1 93 39 364 260 0.25 0.15 170 500 740 313 170 0 b 5.3 1 93 39 364 260 0.25 0.15 170 500 740 313 170 0 c 5.3 1 93 39 364 260 0.25 0.15 170 500 740 313 170 0 d 8.5 1 93 39 364 260 0.25 0.15 170 500 740 313 7 0 e 8.5 1 93 39 364 260 0.25 0.15 170 500 740 313 7 0 f 0 1 0 0 0 0 0.00 0.00 170 500 0 0 0 0 Shear Line 3 Total Length 19 Wall Type A 260 Level 1 8ft V_wind=6268lb V_EQ=3788lb 0.7*V_EQ= 2651.79lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 19 1 330 140 364 260 0.91 0.54 360 500 2639 1117 287 0 b 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 c 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 Shear Line 4 Total Length 28.8 Wall Type A 260 Level 1 8ft V_wind=3223lb V_EQ=1948lb 0.7*V_EQ= 1363.78lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 14 1 112 47 364 260 0.31 0.18 180 500 895 379 0 0 b 14.8 1 112 47 364 260 0.31 0.18 180 500 895 379 0 0 c 0 1 0 0 0 0 0.00 0.00 180 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 180 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 180 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 180 500 0 0 0 0 plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) 01: Roof Member Name Results Current Solution Comments B1_a Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B1_b Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B1_c Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B2_a Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B2_b Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B3 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL B5 Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 02: Main Member Name Results Current Solution Comments B6 Passed 2 Piece(s) 2 x 8 Douglas Fir-Larch No. 2 B6_b Passed 2 Piece(s) 2 x 8 Douglas Fir-Larch No. 2 B12 Passed 1 Piece(s) 3 1/8" x 12" 24F-V4 DF Glulam B7 Passed 2 Piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL B8 Passed 4 Piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL B9_a Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC B9_b Passed 1 Piece(s) 11 7/8" TJI® 110 @ 16" OC B12 Passed 1 Piece(s) 3 1/8" x 9" 24F-V4 DF Glulam B13 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL B14 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Forte.4te JOB SUMMARY REPORT Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 1 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 844 1100 1925 3869 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 844 1100 1925 3869 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2769 @ 0 2813 (1.50") Passed (98%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1867 @ 10 3/4" 3830 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3808 @ 2' 9" 4059 Passed (94%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.046 @ 2' 9" 0.183 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.065 @ 2' 9" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B1_aMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 5' 6" 20' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 2 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 754 975 1706 3435 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 754 975 1706 3435 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2460 @ 0 2813 (1.50") Passed (87%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1782 @ 10 3/4" 3830 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3998 @ 3' 3" 4059 Passed (99%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.067 @ 3' 3" 0.217 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.096 @ 3' 3" 0.325 Passed (L/812) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 3 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B1_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 6" 15' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 3 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 461 570 998 2029 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 461 570 998 2029 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1458 @ 0 2813 (1.50") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1183 @ 10 3/4" 3830 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3464 @ 4' 9" 4059 Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.122 @ 4' 9" 0.317 Passed (L/938) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.178 @ 4' 9" 0.475 Passed (L/641) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B1_cMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 9' 6" 6' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 4 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 3.00" 3.00" 1.82" 1557 2038 3566 7161 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 301 363 634 1298 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5123 @ 1 1/2" 8438 (3.00") Passed (61%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3977 @ 1' 1/4" 5744 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3985 @ 1' 6088 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 2' 4 13/16" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.030 @ 2' 4 13/16" 0.262 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B2_aMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 1' 20' 15.0 20.0 35.0 Residential - Living Areas 2 - Point (lb)1' N/A 1500 2000 3500 Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 5 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 1125 1474 2579 5178 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 928 1211 2120 4259 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3704 @ 0 4219 (1.50") Passed (88%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3068 @ 10 3/4" 5744 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5696 @ 1' 10 1/2" 6088 Passed (94%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 1' 10 1/4" 0.125 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.025 @ 1' 10 1/4" 0.188 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B2_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 1' 10 1/2" 14' 15.0 20.0 35.0 Residential - Living Areas 2 - Point (lb)1' 10 1/2" N/A 1620 2160 3780 Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 6 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 676 757 1324 2757 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 676 757 1324 2757 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2000 @ 4" 12031 (5.50") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1694 @ 1' 5 3/8" 9081 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 8804 @ 9' 5 1/2" 20525 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.374 @ 9' 5 1/2" 0.608 Passed (L/586) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.565 @ 9' 5 1/2" 0.913 Passed (L/388) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Roof, B3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 18' 11" 4' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 7 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 3.00" 3.00" 1.50" 623 800 1400 2823 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 623 800 1400 2823 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2023 @ 1 1/2" 5625 (3.00") Passed (36%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1404 @ 1' 1/4" 3830 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3124 @ 3' 4" 4059 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.051 @ 3' 4" 0.214 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.073 @ 3' 4" 0.321 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, B5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 8" 12' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 8 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 489 1590 2079 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 489 1590 2079 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2079 @ 0 2813 (1.50") Passed (74%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1393 @ 8 3/4" 2610 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2296 @ 2' 2 1/2" 2365 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.040 @ 2' 2 1/2" 0.147 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.053 @ 2' 2 1/2" 0.221 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Main, B6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 5" 18' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 9 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 361 1155 1516 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 361 1155 1516 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1516 @ 0 2813 (1.50") Passed (54%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1095 @ 8 3/4" 2610 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1990 @ 2' 7 1/2" 2365 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.049 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.065 @ 2' 7 1/2" 0.262 Passed (L/973) -- 1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Main, B6_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 5' 3" 11' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 10 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 5.50" 3.49" 1438 1828 3199 6465 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.41" 1405 1786 3126 6317 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4531 @ 14' 3 1/2" 4648 (3.50") Passed (97%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3712 @ 1' 5 1/2" 7619 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 15443 @ 7' 3 3/4" 17250 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.461 @ 7' 3 3/4" 0.465 Passed (L/363) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.669 @ 7' 3 3/4" 0.698 Passed (L/251) -- 1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 7 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 11 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Main, B12MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 14' 5 1/2" 12' 6" 15.0 20.0 35.0 Roof Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 11 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 755 2427 3182 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.50" 755 2427 3182 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3181 @ 2" 7656 (3.50") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2430 @ 10 3/4" 4821 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5513 @ 3' 9 1/2" 7115 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.198 @ 3' 9 1/2" 0.242 Passed (L/439) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.260 @ 3' 9 1/2" 0.363 Passed (L/335) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Main, B7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 7' 7" 16' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 12 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 4 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 1274 3827 5101 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.50" 1274 3827 5101 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5100 @ 2" 15313 (3.50") Passed (33%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 4292 @ 1' 1" 12635 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 16586 @ 6' 10" 23550 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.420 @ 6' 10" 0.444 Passed (L/381) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.559 @ 6' 10" 0.667 Passed (L/286) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Main, B8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 8" 14' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 13 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 11 7/8" TJI® 210 @ 16" OC • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 144 480 624 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 144 480 624 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 617 @ 2 1/2" 1134 (2.25") Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 604 @ 3 1/2" 1655 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2680 @ 9' 3795 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.333 @ 9' 0.440 Passed (L/633) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.433 @ 9' 0.879 Passed (L/487) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 40 40 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None Main, B9_aMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 16" 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 14 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 11 7/8" TJI® 110 @ 16" OC • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 3.50" 44 423/-160 467/-160 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.50" 227 897/-9 1124/-9 None 3 - Stud wall - SPF 3.50" 3.50" 3.50" 260 869 1129 None 4 - Stud wall - SPF 3.50" 2.25" 1.75" 54 263/-79 317/-79 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1128 @ 25' 9" 1935 (3.50") Passed (58%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 593 @ 8' 4 3/4" 1716 Passed (35%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs) -1643 @ 8' 3" 3160 Passed (52%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.163 @ 17' 3" 0.438 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.206 @ 17' 2 1/4" 0.875 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 40 40 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None Main, B9_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 36' 6" 16" 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 15 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Total Accessories 1 - Stud wall - DF 5.50" 5.50" 1.54" 1311 1700 3011 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.50" 1270 1647 2917 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2917 @ 10' 3 1/2" 6836 (3.50") Passed (43%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2326 @ 1' 2 1/2" 6211 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft-lbs) 7027 @ 5' 3 3/4" 10547 Passed (67%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.207 @ 5' 3 3/4" 0.332 Passed (L/577) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.367 @ 5' 3 3/4" 0.498 Passed (L/326) -- 1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Main, B12MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Loads Location Width (0.90)(non-snow: 1.25)Comments 1 - Uniform (PSF)0 to 10' 5 1/2" 16' 15.0 20.0 Roof Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 16 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" DF beam 3.50" Hanger¹ 1.50" 286 917 1203 See note ¹ 2 - Hanger on 11 7/8" DF beam 3.50" Hanger¹ 1.50" 286 917 1203 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1051 @ 3 1/2" 1969 (1.50") Passed (53%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 531 @ 1' 3 3/8" 3948 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1051 @ 2' 3 1/2" 8924 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.009 @ 2' 3 1/2" 0.100 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.012 @ 2' 3 1/2" 0.200 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Main, B13MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10d common 2-10d x 1-1/2 2 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10d common 2-10d x 1-1/2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 7" 10' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 17 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.50" 580 1555 2135 Blocking 2 - Plate on concrete - DF 3.50" 2.25" 1.50" 344 802 1146 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2134 @ 2" 7656 (3.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1987 @ 1' 3 3/8" 7897 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5508 @ 8' 13/16" 17848 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.240 @ 8' 8 13/16" 0.442 Passed (L/883) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.340 @ 8' 9" 0.883 Passed (L/624) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 10 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Main, B14MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 2' 12.0 40.0 Residential - Living Areas 2 - Point (lb)1' 9" N/A 286 917 Linked from: B13, Support 1 Forte v5.0, Design Engine: V6.4.0.40 7/15/2016 12:28:48 PM Page 18 of 18 Forte.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes Job B1082-16 Truss A1 Truss Type Common Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:27 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-g3KD?MahBEQYs0jFrzkUlBmyZRIVJDghTl34YNywm9_ Scale = 1:47.4 T1 T1 B1 W2 W1W1 HW1 HW1B1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 3x8 5x8 2x4 2x4 3x8 10-6-0 10-6-0 21-0-0 10-6-0 -1-6-0 1-6-0 5-3-7 5-3-7 10-6-0 5-2-9 15-8-9 5-2-9 21-0-0 5-3-7 22-6-0 1-6-0 0- 7 - 3 7- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-3-8,Edge], [8:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.29 0.54 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.40 0.04 -0.04 (loc) 2-8 2-8 6 6-8 l/defl >999 >622 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 95 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins. 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) 2=1203/0-5-8 (min. 0-1-8), 6=1203/0-5-8 (min. 0-1-8) Max Horz2=126(LC 11) Max Uplift2=-106(LC 12), 6=-106(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1424/114, 3-9=-1312/137, 3-10=-1054/114, 4-10=-927/128, 4-11=-927/128, 5-11=-1054/115, 5-12=-1312/137, 6-12=-1424/114 BOT CHORD 2-8=-24/1048, 6-8=-37/1048 WEBS 4-8=-26/567, 5-8=-379/112, 3-8=-379/112 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2 and 106 lb uplift at joint 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss A1G Truss Type Common Supported Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:28 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-8FubDiaJyYYPT9IRPhFjIOJ8ZrlP2hJqiPpd4pywm8z Scale: 1/4"=1' T1 T1 B1 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 HW1 HW1B2 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 4x4 3x6 3x4 3x6 21-0-0 21-0-0 -1-6-0 1-6-0 10-6-0 10-6-0 21-0-0 10-6-0 22-6-0 1-6-0 0- 7 - 3 7- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [12:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.15 0.05 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 13 13 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 119 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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.All bearings 21-0-0. (lb) - Max Horz2=126(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 20, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 18, 19, 20, 22, 23, 17, 16, 15, 14 except 2=315(LC 1), 12=315(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -1-7-0 to 1-5-0, Exterior(2) 1-5-0 to 10-6-0, Corner(3) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 20, 22, 23, 17, 16, 15, 14, 12. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B1 Truss Type Common Qty 5 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:29 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-cSR_Q2bxjrgG5JtezOmyqcrClF_cn2V_x3YBcGywm8y Scale = 1:73.9 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 T1 T1 B1B21 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 21 22 4x4 5x6 3x8 2x4 2x4 5x6 8-6-7 8-6-7 17-0-0 8-5-9 25-5-9 8-5-9 34-0-0 8-6-7 -1-6-0 1-6-0 5-8-9 5-8-9 11-4-4 5-7-12 17-0-0 5-7-12 22-7-12 5-7-12 28-3-7 5-7-12 34-0-0 5-8-9 35-6-0 1-6-0 0- 7 - 3 11 - 1 1 - 3 0- 7 - 3 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.63 0.50 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.34 0.10 -0.04 (loc) 14-16 14-16 10 10-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 183 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1866/0-5-8 (min. 0-2-0), 10=1866/0-5-8 (min. 0-2-0) Max Horz2=203(LC 11) Max Uplift2=-143(LC 12), 10=-143(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2538/182, 3-17=-2411/206, 3-4=-2257/207, 4-5=-2119/231, 5-18=-1637/218, 6-18=-1404/242, 6-19=-1404/242, 7-19=-1637/218, 7-8=-2119/231, 8-9=-2257/207, 9-20=-2411/206, 10-20=-2538/182 BOT CHORD 2-16=-78/1933, 16-21=-10/1627, 15-21=-10/1627, 14-15=-10/1627, 13-14=-17/1627, 13-22=-17/1627, 12-22=-17/1627, 10-12=-88/1933 WEBS 6-14=-150/1176, 7-14=-676/141, 7-12=-20/452, 9-12=-310/111, 5-14=-676/141, 5-16=-20/452, 3-16=-310/111 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-9-13, Interior(1) 1-9-13 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=143, 10=143. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B1G Truss Type Common Structural Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:30 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-4e?MeOcaU9o7jTRqW6HBNpOQteLJWVB79jIk8iywm8x Scale = 1:77.7 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 ST11 ST12 ST9 ST10ST8ST6 ST7ST4 ST5 ST3ST2 ST1 ST11 ST9 T1 T1 B3B212 3 4 5 6 7 8 9 10 11 23 22 21 20 19 18 17 16 15 14 13 12 41 42 43 44 45 46 47 5x6 4x4 3x4 3x8 3x4 3x8 3x4 3x4 3x4 3x4 4x6 3x4 8-6-7 8-6-7 17-0-0 8-5-9 25-5-9 8-5-9 34-0-0 8-6-7 -1-6-0 1-6-0 5-8-9 5-8-9 11-4-4 5-7-12 17-0-0 5-7-12 22-7-12 5-7-12 28-3-7 5-7-12 34-0-0 5-8-9 35-6-0 1-6-0 0- 7 - 3 11 - 1 1 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-3-0,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.42 0.41 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.29 0.03 -0.03 (loc) 12-14 12-14 10 10-12 l/defl >999 >867 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 255 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 13-5-8 except (jt=length) 10=0-5-8. (lb) - Max Horz2=-203(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 23 except 19=-194(LC 12), 10=-116(LC 12) Max Grav All reactions 250 lb or less at joint(s) 16, 17, 18, 20, 21, 22, 23 except 2=331(LC 21), 19=1760(LC 1), 10=1378(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-41=-270/189, 4-5=0/450, 5-42=-785/157, 6-42=-651/179, 6-43=-651/181, 7-43=-785/157, 7-8=-1305/171, 8-9=-1443/147, 9-44=-1597/146, 10-44=-1724/122 BOT CHORD 18-19=-41/296, 18-45=-41/296, 17-45=-41/296, 16-17=-41/296, 16-46=-41/296, 15-46=-41/296, 14-15=-41/296, 13-14=0/934, 13-47=0/934, 12-47=0/934, 10-12=-39/1280 WEBS 6-14=-82/304, 7-14=-696/142, 7-12=-21/502, 9-12=-334/114, 5-14=0/518, 5-19=-1515/144, 3-19=-415/127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-9-13, Interior(1) 1-9-13 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 23 except (jt=lb) 19=194, 10=116. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B2 Truss Type Common Qty 6 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:31 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-YqZkrkdCFTw_Kd004poQv1xYD2g7FyxGON1Hg8ywm8w Scale = 1:72.8 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 T1 T3 B1B21 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 4x4 5x6 3x8 2x4 2x4 5x6 8-6-7 8-6-7 17-0-0 8-5-9 25-5-9 8-5-9 34-0-0 8-6-7 -1-6-0 1-6-0 5-8-9 5-8-9 11-4-4 5-7-12 17-0-0 5-7-12 22-7-12 5-7-12 28-3-7 5-7-12 34-0-0 5-8-9 0- 7 - 3 11 - 1 1 - 3 0- 7 - 3 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.64 0.50 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.35 0.10 0.05 (loc) 13-15 13-15 10 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 181 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1870/0-5-8 (min. 0-2-0), 10=1706/0-5-8 (min. 0-1-13) Max Horz2=199(LC 11) Max Uplift2=-145(LC 12), 10=-95(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2545/184, 3-16=-2418/208, 3-4=-2264/209, 4-5=-2126/233, 5-17=-1644/223, 6-17=-1408/243, 6-18=-1409/247, 7-18=-1644/231, 7-8=-2145/252, 8-9=-2285/228, 9-19=-2391/227, 10-19=-2538/212 BOT CHORD 2-15=-106/1938, 15-20=-35/1633, 14-20=-35/1633, 13-14=-35/1633, 12-13=-34/1640, 12-21=-34/1640, 11-21=-34/1640, 10-11=-116/1964 WEBS 6-13=-154/1183, 7-13=-687/143, 7-11=-34/475, 9-11=-326/122, 5-13=-676/141, 5-15=-20/452, 3-15=-309/110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-9-13, Interior(1) 1-9-13 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=145. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B3 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:33 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-VDhUGQeSn4AiaxAPCEqu?S0tgsFZjo3ZrhWOl1ywm8u Scale = 1:78.6 T2 T2 B1 W5 W4 W3 W2 W1 W4W3 W2W1 T1 T3 B3B21 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 3x4 4x6 4x4 4x6 4x8 M18SHS 8x10 4x4 7x8 3x4 3x6 3x4 3x4 3x4 2x4 5x10 M18SHS 4x8 M18SHS 5-10-9 5-10-9 11-5-4 5-6-12 17-0-0 5-6-12 22-6-12 5-6-12 28-1-7 5-6-12 34-0-0 5-10-9 -1-6-0 1-6-0 5-10-9 5-10-9 11-5-4 5-6-12 17-0-0 5-6-12 22-6-12 5-6-12 28-1-7 5-6-12 34-0-0 5-10-9 0- 7 - 3 11 - 1 1 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-8], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [7:0-0-12,0-1-12], [8:0-2-0,Edge], [9:0-1-0,0-1-8], [10:Edge,0-1-12], [11:0-4-8,0-1-8], [12:0-3-8,0-4-12], [14:0-5-0,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.70 0.95 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.51 0.15 0.11 (loc) 12-14 12-14 10 12-14 l/defl >999 >796 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 438 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T3: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W5,W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS.(lb/size) 2=5646/0-5-8 (min. 0-3-0), 10=8383/0-5-8 (min. 0-4-8) Max Horz2=199(LC 7) Max Uplift2=-435(LC 8), 10=-1131(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8916/637, 3-4=-8691/661, 4-5=-8553/685, 5-6=-7916/692, 6-7=-7916/691, 7-8=-10927/900, 8-9=-11062/876, 9-10=-13913/1273 BOT CHORD 2-17=-457/7096, 16-17=-457/7096, 16-18=-423/7117, 15-18=-423/7117, 15-19=-423/7117, 14-19=-423/7117, 13-14=-599/9092, 13-20=-599/9092, 20-21=-599/9092, 12-21=-599/9092, 12-22=-985/11140, 22-23=-985/11140, 11-23=-985/11140, 11-24=-985/11140, 24-25=-985/11140, 10-25=-985/11140 WEBS 6-14=-669/8120, 7-14=-4524/434, 7-12=-400/4958, 9-12=-2565/480, 9-11=-431/3067, 5-14=-1117/131, 5-16=-27/871, 3-16=-390/323 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 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=435, 10=1131. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job B1082-16 Truss B3 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:33 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-VDhUGQeSn4AiaxAPCEqu?S0tgsFZjo3ZrhWOl1ywm8u NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1197 lb down and 89 lb up at 13-11-4, 1197 lb down and 89 lb up at 15-11-4, 1197 lb down and 89 lb up at 17-11-4, 1197 lb down and 89 lb up at 19-11-4, 1197 lb down and 89 lb up at 21-11-4, 1197 lb down and 89 lb up at 23-11-4, 1197 lb down and 89 lb up at 25-11-4, 1197 lb down and 89 lb up at 27-11-4, and 1197 lb down and 89 lb up at 29-11-4, and 999 lb up at 31-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-86, 6-10=-86, 2-10=-16 Concentrated Loads (lb) Vert: 11=-1197(B) 13=-1197(B) 18=-1197(B) 19=-1197(B) 20=-1197(B) 21=-1197(B) 22=-1197(B) 23=-1197(B) 24=-1197(B) 25=325(B) Job B1082-16 Truss B4 Truss Type Monopitch Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:33 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-VDhUGQeSn4AiaxAPCEqu?S0pnsPqjpwZrhWOl1ywm8u Scale = 1:55.7 T2 W3 B1 W1 W2 HW1 T1 1 2 3 4 6 5 7 8 5x8 3x4 4x4 3x8 2x4 6-7-7 6-7-7 13-5-8 6-10-1 -1-6-0 1-6-0 6-7-7 6-7-7 13-5-8 6-10-1 0- 7 - 3 9- 6 - 1 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-4-0,0-3-0], [4:Edge,0-3-8], [5:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.95 0.29 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.01 -0.05 (loc) 5-6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=259(LC 9) Max Uplift5=-81(LC 9), 2=-73(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-818/63, 3-7=-631/92 BOT CHORD 2-6=-195/541, 5-6=-196/540 WEBS 3-6=0/272, 3-5=-635/140 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B5 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:34 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-zPFtTlf4YOIZB4lblxM7XfZzMGk4SG8j4LGyHTywm8t Scale = 1:54.7 T2 W3 B1 W1 W2 HW1 T1 1 2 3 4 6 5 7 8 5x8 4x4 4x4 3x8 2x4 6-7-3 6-7-3 13-5-8 6-10-5 -1-6-0 1-6-0 6-7-3 6-7-3 13-1-8 6-6-5 13-5-8 0-4-0 0- 7 - 3 9- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-4-0,0-3-0], [4:0-2-2,0-1-6], [5:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.96 0.29 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.01 -0.05 (loc) 5-6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=259(LC 9) Max Uplift5=-81(LC 9), 2=-73(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-819/63, 3-7=-633/92 BOT CHORD 2-6=-195/543, 5-6=-196/541 WEBS 3-6=0/272, 3-5=-635/140 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B6 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:35 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-RbpFh5giJhQQpEKoJftM4t5GXf5ZBiUsJ??Vpvywm8s Scale = 1:49.7 T1 T2 W5 B1 W1 W2 W3 W4 HW1 1 2 3 4 5 8 7 6 9 10 5x6 3x4 3x4 3x6 3x4 2x4 3x4 5-10-3 5-10-3 11-7-8 5-9-5 13-5-8 1-10-0 -1-6-0 1-6-0 5-10-3 5-10-3 11-7-8 5-9-5 13-5-8 1-10-0 0- 7 - 3 8- 2 - 8 8- 4 - 3 8- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [4:0-3-0,0-2-3], [6:0-1-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.49 0.21 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 0.01 -0.02 (loc) 2-8 2-8 6 2-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 89 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=226(LC 11) Max Uplift6=-80(LC 9), 2=-77(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-842/57, 3-9=-708/82, 3-10=-326/87 BOT CHORD 2-8=-210/568, 7-8=-210/568 WEBS 3-7=-519/126, 4-7=-97/360, 4-6=-690/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 11-7-8, Exterior(2) 11-7-8 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B7 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:35 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-RbpFh5giJhQQpEKoJftM4t5Gif2jBqosJ??Vpvywm8s Scale = 1:44.0 T1 T2 W4 B1 W1 W2 W3 HW1 1 2 3 4 5 7 6 8 9 10 4x4 3x4 3x8 2x4 3x8 3x4 10-1-8 10-1-8 13-5-8 3-4-0 -1-6-0 1-6-0 5-1-3 5-1-3 10-1-8 5-0-5 13-5-8 3-4-0 0- 7 - 3 7- 2 - 8 7- 4 - 3 7- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-2-4,0-1-12], [5:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.48 0.39 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.18 -0.39 0.01 -0.02 (loc) 2-7 2-7 6 2-7 l/defl >897 >402 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 78 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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.(lb/size) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=199(LC 11) Max Uplift6=-81(LC 9), 2=-79(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-817/89, 3-8=-713/111, 3-9=-449/78, 4-9=-322/99, 4-10=-271/114, 5-10=-275/113, 5-6=-661/147 BOT CHORD 2-7=-230/568 WEBS 3-7=-368/131, 5-7=-158/623 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 10-1-8, Exterior(2) 10-1-8 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B8 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:36 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-voMduRhK3?YHROv_tMObc4ePN3QfwIR?Yfl2MMywm8r Scale = 1:38.3 T1 T2 W4 B1 W1 W2 W3 HW1 1 2 3 4 5 7 6 8 9 10 11 4x4 2x4 3x8 2x4 3x8 3x4 8-7-8 8-7-8 13-5-8 4-10-0 -1-6-0 1-6-0 4-4-3 4-4-3 8-7-8 4-3-5 13-5-8 4-10-0 0- 7 - 3 6- 2 - 8 6- 4 - 3 6- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-2-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.61 0.28 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.01 -0.01 (loc) 2-7 2-7 6 2-7 l/defl >999 >771 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 74 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=171(LC 11) Max Uplift6=-82(LC 9), 2=-82(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-838/90, 3-8=-742/109, 3-4=-543/103, 4-9=-376/115, 9-10=-376/115, 10-11=-378/114, 5-11=-379/114, 5-6=-625/150 BOT CHORD 2-7=-225/587 WEBS 3-7=-265/107, 5-7=-140/567 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 8-7-8, Exterior(2) 8-7-8 to 12-10-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B9 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:37 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-N_w?6nhzqJg82YUAR4vq9IBc2Tl_fev9mJUcuoywm8q Scale = 1:34.8 T1 T2 W3 B1 W1 W2 HW1 1 2 3 4 6 5 7 8 9 10 11 5x10 M18SHS 4x4 3x4 3x8 2x4 7-1-8 7-1-8 13-5-8 6-4-0 -1-6-0 1-6-0 7-1-8 7-1-8 13-5-8 6-4-0 0- 7 - 3 5- 2 - 8 5- 4 - 3 5- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-7-4,0-2-4], [4:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.49 0.34 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 0.01 -0.04 (loc) 2-6 2-6 5 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 65 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=144(LC 11) Max Uplift5=-83(LC 9), 2=-84(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-800/68, 7-8=-667/78, 3-8=-639/98, 4-5=-267/62 BOT CHORD 2-6=-162/519, 5-6=-163/515 WEBS 3-6=0/269, 3-5=-609/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 7-1-8, Exterior(2) 7-1-8 to 11-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B10 Truss Type Half Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:37 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-N_w?6nhzqJg82YUAR4vq9IBarTnLflA9mJUcuoywm8q Scale = 1:29.9 T1 T2 W3 B1 W1 W2 HW1 1 2 3 4 6 5 7 8 9 10 5x10 M18SHS 4x8 M18SHS 3x4 3x6 2x4 5-7-8 5-7-8 13-5-8 7-10-0 -1-6-0 1-6-0 5-7-8 5-7-8 13-5-8 7-10-0 0- 7 - 3 4- 2 - 8 4- 4 - 3 4- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-7-4,0-2-4], [4:0-3-8,Edge], [5:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.63 0.25 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.15 0.01 -0.02 (loc) 5-6 5-6 5 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 63 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=117(LC 11) Max Uplift5=-83(LC 9), 2=-85(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-877/77, 3-7=-629/101, 4-5=-341/82 BOT CHORD 2-6=-159/617, 5-6=-161/613 WEBS 3-6=0/265, 3-5=-562/131 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 5-7-8, Exterior(2) 5-7-8 to 9-10-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss B11 Truss Type Half Hip Girder Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:38 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-rAUNJ7ibbco_gi3M_nQ3hVjilt5OO0WI?zE9QEywm8p Scale = 1:25.3 T1 T2 W3 B1 W1 W2 W3 W2 1 2 3 4 5 8 7 6 9 10 11 12 13 4x4 3x4 4x4 3x4 3x4 2x4 3x8 4-1-8 4-1-8 8-7-12 4-6-4 13-5-8 4-9-12 -1-6-0 1-6-0 4-1-8 4-1-8 8-7-12 4-6-4 13-5-8 4-9-12 0- 7 - 3 3- 2 - 8 3- 4 - 3 3- 2 - 8 8.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-12], [5:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.81 0.33 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.08 0.02 0.02 (loc) 7-8 7-8 6 7-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 74 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except end verticals. 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) 6=1431/0-5-8 (min. 0-1-8), 2=1451/0-5-8 (min. 0-1-9) Max Horz2=88(LC 24) Max Uplift6=-167(LC 5), 2=-161(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1957/190, 3-4=-1458/165 BOT CHORD 2-8=-199/1494, 8-10=-216/1705, 10-11=-216/1705, 7-11=-216/1705, 7-12=-216/1705, 12-13=-216/1705, 6-13=-216/1705 WEBS 3-8=-52/809, 4-8=-368/53, 4-7=-29/707, 4-6=-1875/214 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=167, 2=161. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 406 lb down and 66 lb up at 4-1-8, 246 lb down and 33 lb up at 6-0-12, 246 lb down and 33 lb up at 7-11-4, and 246 lb down and 33 lb up at 9-11-4, and 246 lb down and 33 lb up at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-5=-86, 2-6=-16 Concentrated Loads (lb) Vert: 8=-406(B) 10=-246(B) 11=-246(B) 12=-246(B) 13=-246(B) Job B1082-16 Truss C1 Truss Type Common Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:39 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-JN2mXTjDMwwrIsdZYUxIEjG1KHVX7iHSEdzjygywm8o Scale = 1:18.9 T1 T2 B1 W1 HW1 HW1 1 2 3 45 6 4x4 3x6 2x4 3x6 3-0-0 3-0-0 6-0-0 3-0-0 3-0-0 3-0-0 6-0-0 3-0-0 7-6-0 1-6-0 0- 7 - 3 2- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-0-1], [3:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 -0.00 (loc) 3-5 3-5 3 1 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 25 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 3=462/0-3-8 (min. 0-1-8), 1=269/0-3-8 (min. 0-1-8) Max Horz1=-45(LC 10) Max Uplift3=-69(LC 12), 1=-8(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/30, 3-6=-308/30 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-10-4, Interior(1) 5-10-4 to 7-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss C1G Truss Type Common Structural Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:39 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-JN2mXTjDMwwrIsdZYUxIEjG1KHVh7iHSEdzjygywm8o Scale = 1:19.0 T1 T1 B1 W1 HW1 HW1 ST1 ST1 1 2 3 4 56 11 12 4x4 3x6 3x6 2x4 2x4 2x4 2x4 2x4 3-0-0 3-0-0 6-0-0 3-0-0 -1-6-0 1-6-0 3-0-0 3-0-0 6-0-0 3-0-0 7-6-0 1-6-0 0- 7 - 3 2- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [4:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.07 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 -0.00 (loc) 4-6 4-6 4 2 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 29 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 2=440/0-3-8 (min. 0-1-8), 4=440/0-3-8 (min. 0-1-8) Max Horz2=-48(LC 10) Max Uplift2=-61(LC 12), 4=-61(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-273/12, 4-12=-273/12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 3-0-0, Exterior(2) 3-0-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss C2 Truss Type Common Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:40 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-nZc8kpkr7E2iv?Cl6CTXnwpCogrms9XbTHjGV7ywm8n Scale = 1:17.5 T1 T1 B1 W1 HW1 HW1 1 2 3 4 4x4 2x4 4x4 4x4 3-0-0 3-0-0 6-0-0 3-0-0 3-0-0 3-0-0 6-0-0 3-0-0 0- 7 - 3 2- 7 - 3 0- 7 - 3 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.13 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 3-4 3-4 3 1 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 22 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 1=291/0-3-8 (min. 0-1-8), 3=291/0-3-8 (min. 0-1-8) Max Horz1=-36(LC 10) Max Uplift1=-16(LC 12), 3=-16(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301/38, 2-3=-301/38 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss CR1 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-GlAWx9lTuXAZX9nxgv_mJ8LFT42ybWGlhwSp1Zywm8m Scale = 1:27.2 T1 W5 B1 B2 B3 W1 W3 W2 W4 HW1 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 16 17 18 19 3x4 3x4 4x6 2x4 3x4 3x4 3x4 4x8 0-0-8 0-0-8 2-9-11 2-9-4 5-7-3 2-9-7 9-10-0 4-2-13 -2-6-0 2-6-0 2-9-11 2-9-11 5-7-3 2-9-7 9-10-0 4-2-13 0- 7 - 3 4- 6 - 6 3- 6 - 6 1- 0 - 0 4.80 12 Plate Offsets (X,Y)-- [2:0-2-12,0-0-12], [4:0-1-8,0-1-8], [7:0-5-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.65 0.59 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.02 0.01 (loc) 6-7 6-7 6 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 53 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 6=708/Mechanical, 2=802/0-8-3 (min. 0-1-8) Max Horz2=111(LC 21) Max Uplift6=-82(LC 5), 2=-137(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-649/0, 3-10=-597/0, 3-11=-1060/65, 11-12=-1036/66, 4-12=-1020/70 BOT CHORD 2-15=-74/476, 9-15=-74/476, 4-7=-11/370, 7-18=-114/1075, 18-19=-115/1069, 6-19=-114/1065 WEBS 3-9=-263/58, 7-9=-69/455, 3-7=-50/488, 4-6=-1061/95 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 2=137. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 lb down and 173 lb up at 1-9-14, 47 lb down and 25 lb up at 3-3-4, 45 lb down and 24 lb up at 4-3-14, 73 lb down and 48 lb up at 6-7-4, and 41 lb down and 18 lb up at 6-9-14, and 69 lb down and 46 lb up at 9-3-14 on top chord, and at 1-9-14, 9 lb down at 3-3-4, 8 lb down at 4-3-14, 79 lb down at 6-7-4, and 87 lb down and 36 lb up at 6-9-14, and 92 lb down and 21 lb up at 9-3-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-86, 2-8=-16, 6-7=-16 Continued on page 2 Job B1082-16 Truss CR1 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:41 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-GlAWx9lTuXAZX9nxgv_mJ8LFT42ybWGlhwSp1Zywm8m LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=32(B) 13=-11(F) 14=-69(B) 18=-167(F=-79, B=-87) 19=-92(B) Job B1082-16 Truss CR2 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-GlAWx9lTuXAZX9nxgv_mJ8LG847ObcelhwSp1Zywm8m Scale = 1:21.2 T1 W3 B1 W1 W2 HW1 1 2 3 4 6 5 7 8 9 10 2x4 3x4 4x4 3x8 3x4 2x4 0-0-8 0-0-8 3-2-14 3-2-6 6-8-15 3-6-1 -2-6-0 2-6-0 3-2-14 3-2-14 6-8-15 3-6-1 0- 7 - 3 3- 3 - 9 4.80 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-15], [2:0-3-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.61 0.31 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 -0.00 (loc) 5-6 5-6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 34 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=426/Mechanical, 2=601/0-8-3 (min. 0-1-8) Max Horz2=89(LC 5) Max Uplift5=-46(LC 5), 2=-126(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-355/0, 3-7=-304/0, 4-5=-283/61 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=126. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 lb down and 173 lb up at 1-9-14, 47 lb down and 25 lb up at 3-3-4, and 45 lb down and 24 lb up at 4-3-14, and 141 lb down and 62 lb up at 6-7-3 on top chord, and at 1-9-14, 9 lb down at 3-3-4, and 8 lb down at 4-3-14, and 69 lb down at 6-7-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 2-5=-16 Concentrated Loads (lb) Vert: 4=-141(B) 5=-31(B) 7=32(F) Job B1082-16 Truss D1 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:42 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-kyku9Vl5frIQ9JM8DdV?sLuXfUP8KxRuwaCNZ?ywm8l Scale = 1:28.3 T1 T2 B1 W3 W2 W1W2W1 1 2 3 4 5 6 9 8 7 10 11 3x6 4x4 3x6 7x8 3x4 3x6 3x4 3x6 3-1-15 3-1-15 6-0-0 2-10-1 8-10-1 2-10-1 12-0-0 3-1-15 3-1-15 3-1-15 6-0-0 2-10-1 8-10-1 2-10-1 12-0-0 3-1-15 13-6-0 1-6-0 0- 7 - 3 4- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [1:0-6-0,0-0-4], [2:0-1-8,0-1-8], [3:0-2-0,0-1-12], [4:0-1-8,0-1-8], [5:0-6-0,0-0-4], [7:0-4-4,0-1-8], [8:0-4-0,0-4-12], [9:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.24 0.53 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.09 0.03 0.02 (loc) 8-9 8-9 5 8-9 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 135 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=4948/0-5-8 (min. 0-2-10), 5=3379/0-5-8 (min. 0-1-13) Max Horz1=-76(LC 6) Max Uplift1=-424(LC 8), 5=-372(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6925/626, 2-3=-4893/535, 3-4=-4893/534, 4-5=-4859/482 BOT CHORD 1-10=-431/5407, 9-10=-431/5407, 9-11=-431/5407, 8-11=-431/5407, 7-8=-315/3746, 5-7=-315/3746 WEBS 3-8=-539/5056, 4-8=-164/508, 2-8=-1776/119, 2-9=-125/2432 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-3-0 oc, Except member 8-4 2x4 - 1 row at 0-9-0 oc, member 4-7 2x4 - 1 row at 0-9-0 oc, member 8-2 2x4 - 1 row at 0-9-0 oc, member 2-9 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=424, 5=372. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1648 lb down and 109 lb up at 1-11-4, and 1648 lb down and 109 lb up at 3-11-4, and 3699 lb down and 488 lb up at 5-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job B1082-16 Truss D1 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:42 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-kyku9Vl5frIQ9JM8DdV?sLuXfUP8KxRuwaCNZ?ywm8l LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-6=-86, 1-5=-16 Concentrated Loads (lb) Vert: 8=-3699(B) 10=-1648(B) 11=-1648(B) Job B1082-16 Truss D1G Truss Type Scissor Structural Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:43 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-C8IGMqmjQ9RHmTxKnK0EOZRhcurw3T_19Exw5Sywm8k Scale = 1:28.3 T1 T1 B1 B1 W1 HW1 HW1 ST2ST1 ST2 ST1 1 2 3 4 5 6 7 8 17 18 4x4 4x4 3x4 3x4 5x6 4x4 3x4 3x4 6-0-0 6-0-0 12-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0- 7 - 3 4- 7 - 3 0- 7 - 3 1- 4 - 1 0 8.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-1,0-1-11], [6:0-1-1,0-1-11] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.29 0.18 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.03 -0.01 (loc) 2-8 6-8 6 2-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 62 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std 3-6-10, Right 2x4 DF Stud/Std 3-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 2=747/0-5-8 (min. 0-1-8), 6=747/0-5-8 (min. 0-1-8) Max Horz2=-79(LC 10) Max Uplift2=-77(LC 12), 6=-77(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-981/44, 3-17=-861/55, 3-4=-802/70, 4-5=-802/63, 5-18=-861/48, 6-18=-981/37 BOT CHORD 2-8=0/702, 6-8=0/702 WEBS 4-8=0/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss E1 Truss Type Common Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:43 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-C8IGMqmjQ9RHmTxKnK0EOZRcGuod3Rv19Exw5Sywm8k Scale = 1:54.7 T2 T2 B1 W3 W2 W1 W2 W1T1 T1 B11 2 3 4 5 6 7 10 9 8 11 12 13 14 5x8 4x8 M18SHS 5x8 3x4 5x8 2x4 2x4 3x4 7-9-4 7-9-4 14-9-4 7-0-0 15-0-0 0-2-12 22-2-12 7-2-12 30-0-0 7-9-4 -1-6-0 1-6-0 7-9-4 7-9-4 15-0-0 7-2-12 22-2-12 7-2-12 30-0-0 7-9-4 31-6-0 1-6-0 0- 4 - 3 7- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-0,Edge], [3:0-4-0,0-3-4], [5:0-4-0,0-3-4], [6:0-1-0,Edge], [9:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.63 0.33 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.02 0.03 (loc) 6-8 6-8 6 6-8 l/defl >999 >898 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 132 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-9, 5-9, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=669/0-5-8 (min. 0-1-8), 9=1988/0-5-8 (min. 0-2-2), 6=666/0-3-8 (min. 0-1-8) Max Horz2=115(LC 11) Max Uplift2=-86(LC 12), 9=-92(LC 12), 6=-84(LC 12) Max Grav2=752(LC 21), 9=1988(LC 1), 6=747(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-721/56, 3-11=-583/103, 3-12=0/371, 4-12=0/618, 4-13=0/618, 5-13=0/370, 5-14=-588/95, 6-14=-726/48 BOT CHORD 2-10=-65/517, 9-10=-68/514, 8-9=-61/520, 6-8=-58/523 WEBS 4-9=-1020/95, 5-9=-931/123, 5-8=0/294, 3-9=-919/122, 3-10=0/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 6. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss E1G Truss Type GABLE Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:44 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-gKrfaAnMBSZ8OdWWL2XTxmzlYI86onLBNuhUeuywm8j Scale = 1:53.6 T2 T2 B1 W3 W2 W1 W2 W1 ST8 ST9 ST6 ST7 ST4 ST5ST3 ST2 ST1 ST8 ST6 ST4 T1 T1 B11 2 3 4 5 6 7 16 15 14 13 12 11 10 9 8 32 33 34 35 5x8 4x4 5x8 4x4 5x8 3x4 7-9-4 7-9-4 15-0-0 7-2-12 22-2-12 7-2-12 30-0-0 7-9-4 -1-6-0 1-6-0 7-9-4 7-9-4 15-0-0 7-2-12 22-2-12 7-2-12 30-0-0 7-9-4 31-6-0 1-6-0 0- 4 - 3 7- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge], [3:0-4-0,0-3-4], [4:0-2-12,0-2-0], [5:0-4-0,0-3-4], [9:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.66 0.37 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.19 0.01 0.03 (loc) 6-8 6-8 6 6-8 l/defl >999 >916 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 175 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9,6-8. WEBS 1 Row at midpt 5-9, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 15-0-0 except (jt=length) 6=0-3-8. (lb) - Max Horz2=115(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 13, 10, 15, 16, 6 Max Grav All reactions 250 lb or less at joint(s) 10, 11, 12, 14, 15, 16 except 2=389(LC 21), 9=1500(LC 1), 13=570(LC 21), 6=755(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-33=0/309, 4-33=0/438, 4-34=0/440, 5-35=-612/79, 6-35=-747/52 BOT CHORD 8-9=0/541, 6-8=0/544 WEBS 4-9=-816/79, 5-9=-953/132, 5-8=0/299, 3-9=-293/92, 3-13=-576/99 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 13, 10, 15, 16, 6. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss E2 Truss Type Roof Special Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:45 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-8XP1nWo_ymh?0n5jvl2iU_WwzhQCXJwKcYQ1AKywm8i Scale = 1:59.0 T2 T3 B1 B2 B3 B4 B5W1 W2 W3 W4 W6 W5 W7 W8 W9 T1 T4 B61 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 5x8 3x4 2x4 4x8 6x8 2x4 2x4 3x4 5x10 MT20HS 4x4 5x8 7x10 MT20HS 2x4 3x4 3-5-8 3-5-8 11-6-8 8-1-0 14-9-4 3-2-12 15-0-0 0-2-12 22-2-12 7-2-12 30-0-0 7-9-4 -1-6-0 1-6-0 2-0-0 2-0-0 3-5-8 1-5-8 7-6-0 4-0-8 11-6-8 4-0-8 15-0-0 3-5-8 22-2-12 7-2-12 30-0-0 7-9-4 31-6-0 1-6-0 0- 4 - 3 7- 1 0 - 3 0- 4 - 3 1- 0 - 0 6.00 12 Plate Offsets (X,Y)-- [3:0-2-12,0-3-0], [8:0-4-0,0-3-4], [9:0-1-0,Edge], [12:0-3-8,0-3-0], [14:0-2-4,0-3-0], [15:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.68 0.64 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.04 0.03 (loc) 9-11 14-15 12 9-11 l/defl >999 >895 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 156 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2,B4: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-16,15-16. WEBS 1 Row at midpt 7-12, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=507/0-5-8 (min. 0-1-8), 12=2299/0-5-8 (min. 0-2-7), 9=517/0-3-8 (min. 0-1-8) Max Horz2=115(LC 11) Max Uplift2=-89(LC 12), 12=-84(LC 12), 9=-88(LC 12) Max Grav2=559(LC 21), 12=2299(LC 1), 9=729(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-523/57, 3-17=-458/62, 3-4=-895/50, 4-5=-1130/56, 5-6=0/669, 6-18=0/586, 7-18=0/713, 7-19=0/956, 8-19=0/725, 8-20=-547/488, 9-20=-685/441 BOT CHORD 2-16=-9/388, 4-15=-296/57, 6-14=-311/78, 11-12=-408/483, 9-11=-405/487 WEBS 3-16=-378/0, 3-15=0/706, 5-15=0/1067, 5-14=-578/97, 12-14=-701/186, 7-14=-42/585, 7-12=-1543/84, 8-12=-931/125, 8-11=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 9. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss E3 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:46 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-cjzP?socj4psdxgvSTZx0B39s5j?GeTUrCAainywm8h Scale = 1:53.9 T2 T2 B1 W5 W6 W3 W2 W1 W4W3 W2W1 T1 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 5x6 4x4 5x6 4x4 4x6 3x8 3x4 3x4 2x4 4x4 7x8 3x8 3x4 5-7-0 5-7-0 10-3-8 4-8-8 14-9-4 4-5-12 19-8-8 4-11-4 24-5-0 4-8-8 30-0-0 5-7-0 5-7-0 5-7-0 10-3-8 4-8-8 15-0-0 4-8-8 19-8-8 4-8-8 24-5-0 4-8-8 30-0-0 5-7-0 0- 4 - 3 7- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-2-4,Edge], [2:0-2-12,0-3-0], [3:0-1-0,0-1-12], [6:0-3-0,0-3-0], [10:0-2-8,0-1-8], [12:0-3-8,0-4-8], [13:0-4-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.42 0.79 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.19 0.03 0.04 (loc) 1-13 1-13 10 1-13 l/defl >999 >938 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 340 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 1=4162/0-5-8 (min. 0-2-4), 10=7528/0-5-8 (min. 0-4-0), 7=-285/0-3-8 (min. 0-1-8) Max Horz1=-103(LC 23) Max Uplift1=-244(LC 8), 10=-460(LC 8), 7=-723(LC 17) Max Grav1=4255(LC 17), 10=7528(LC 1), 7=465(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5565/323, 2-3=-1571/135, 3-4=-93/2393, 4-5=-88/2306, 5-6=-175/2007, 6-7=-664/1738 BOT CHORD 1-14=-265/4901, 14-15=-265/4901, 15-16=-265/4901, 13-16=-265/4901, 13-17=-261/4802, 17-18=-261/4802, 12-18=-261/4802, 12-19=-179/1322, 19-20=-179/1322, 11-20=-179/1322, 10-11=-179/1322, 9-10=-1783/164, 8-9=-1537/507, 7-8=-1532/511 WEBS 4-10=-2434/141, 5-10=-631/129, 5-9=-49/332, 6-9=-702/77, 3-10=-4863/331, 3-12=-269/4856, 2-12=-4074/281, 2-13=-166/3448 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=244, 10=460, 7=723. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1200 lb down and 78 lb up at 0-11-4 , 1197 lb down and 80 lb up at 2-11-4, 1197 lb down and 80 lb up at 4-11-4, 1197 lb down and 80 lb up at 6-11-4, 1197 lb down and 80 lb up at 8-11-4, and 1197 lb down and 80 lb up at 10-11-4, and 1197 lb down and 80 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) StandardContinued on page 2 Job B1082-16 Truss E3 Truss Type Common Girder Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:46 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-cjzP?socj4psdxgvSTZx0B39s5j?GeTUrCAainywm8h LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-7=-86, 1-7=-16 Concentrated Loads (lb) Vert: 14=-1200(F) 15=-1197(F) 16=-1197(F) 17=-1197(F) 18=-1197(F) 19=-1197(F) 20=-1197(F) Job B1082-16 Truss F1 Truss Type Roof Special Qty 9 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:47 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-4vXnCCpEUNxjF4F50A5AZPbG8V3M?Aad4sv8FDywm8g Scale = 1:56.9 T1 T2 B1 B2 B3 B4 W5 W6 W7 W8 W1 W3 W4 W2 T3 B5 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 4x4 3x4 2x4 4x4 5x6 4x4 3x4 3x4 2x4 3x4 7x10 MT20HS 4x4 3x6 6-7-8 6-7-8 8-0-0 1-4-8 15-8-1 7-8-1 24-0-0 8-3-15 5-6-0 5-6-0 6-7-8 1-1-8 12-2-6 5-6-14 17-9-3 5-6-14 24-0-0 6-2-13 6- 1 0 - 3 9- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 3- 6 - 8 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-2-0], [2:0-2-0,0-2-4], [3:0-1-12,0-2-0], [7:0-3-0,Edge], [11:0-6-8,0-3-8], [12:0-2-0,0-0-8], [13:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.70 0.72 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.49 0.31 0.08 (loc) 8 7-8 7 7-8 l/defl >999 >584 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 139 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at midpt 3-11 WEBS 1 Row at midpt 1-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 13=1213/Mechanical, 7=1213/Mechanical Max Horz13=-216(LC 10) Max Uplift13=-73(LC 12), 7=-64(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1195/112, 14-15=-1104/121, 2-15=-1080/130, 2-3=-1133/158, 3-16=-1675/139, 4-16=-1817/128, 4-5=-3268/264, 5-6=-3377/245, 6-17=-3794/330, 7-17=-3914/318, 1-13=-1164/100 BOT CHORD 3-11=-1296/47, 10-11=0/1140, 9-10=-69/2472, 8-9=-77/2455, 7-8=-249/3490 WEBS 3-10=-1/1376, 4-10=-963/162, 4-8=-52/823, 6-8=-497/145, 2-11=-45/777, 1-11=-36/1071 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-6-0, Exterior(2) 5-6-0 to 8-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss F2 Truss Type Roof Special Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:48 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-Y559PYqsFh3atEpHatcP5c8S1vQqkeDnIWfhnfywm8f Scale = 1:59.7 T1 T2 B1 B2 B3 B4 W4 W5 W6 W7 W8 W1 W3 W2 T3 B5 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 4x4 3x4 2x4 3x4 5x8 3x4 3x4 3x4 2x4 5x6 4x8 3x4 3x6 1-2-12 1-2-12 1-5-8 0-2-12 8-0-0 6-6-8 15-8-1 7-8-1 24-0-0 8-3-15 1-5-8 1-5-8 5-6-0 4-0-8 11-5-6 5-11-6 17-4-11 5-11-6 24-0-0 6-7-5 6- 1 0 - 3 9- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 2- 3 - 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-8,0-1-8], [11:0-6-4,0-1-12], [12:0-2-0,0-1-0], [13:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.63 0.64 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.43 0.19 0.07 (loc) 7-8 7-8 7 7-8 l/defl >999 >634 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 131 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-4-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=2281/0-5-8 (min. 0-2-7), 13=-964/Mechanical, 7=1092/0-5-8 (min. 0-1-8) Max Horz13=-216(LC 10) Max Uplift13=-1006(LC 17), 7=-65(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-69/286, 2-14=-1008/110, 14-15=-941/112, 3-15=-863/121, 3-16=-1200/127, 4-16=-1318/115, 4-5=-2761/257, 5-6=-2878/237, 6-17=-3231/299, 7-17=-3352/286, 1-13=-63/919 BOT CHORD 11-12=-2239/3, 2-11=-1295/201, 10-11=-266/221, 9-10=-32/1873, 8-9=-40/1856, 7-8=-218/2967 WEBS 2-10=-82/1174, 3-10=0/583, 4-10=-905/166, 4-8=-83/957, 6-8=-474/138, 11-13=-218/431, 1-11=-864/153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-6-0, Exterior(2) 5-6-0 to 8-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) 7 except (jt=lb) 13=1006. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard Job B1082-16 Truss G1 Truss Type HIP Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:48 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-Y559PYqsFh3atEpHatcP5c8QAvPNkXrnIWfhnfywm8f Scale = 1:66.9 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 T1 T5 B2 B5 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 22 23 24 5x6 5x6 5x10 M18SHS 5x8 3x6 5x6 3x6 6x8 3x8 M18SHS 4x6 3x4 3x4 2x4 3x8 5-0-0 5-0-0 5-5-8 0-5-8 10-11-12 5-6-4 16-6-0 5-6-4 21-0-0 4-6-0 28-5-1 7-5-1 37-0-0 8-6-15 -1-6-0 1-6-0 5-5-8 5-5-8 10-11-12 5-6-4 16-6-0 5-6-4 20-6-0 4-0-0 28-5-1 7-11-1 37-0-0 8-6-15 0- 4 - 3 8- 5 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 8- 5 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-1-12], [6:0-6-4,0-2-0], [7:0-4-0,0-3-4], [8:0-0-10,Edge], [11:0-4-0,0-3-8], [14:0-2-0,0-2-0], [15:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.75 0.74 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.39 -0.70 0.40 0.11 (loc) 9-11 9-11 8 9 l/defl >971 >540 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 167 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=2380/0-5-8 (min. 0-2-9), 8=1528/0-5-8 (min. 0-1-9) Max Horz15=129(LC 11) Max Uplift15=-267(LC 12), 8=-72(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-411/885, 3-22=-395/1010, 3-4=-1581/94, 4-5=-2148/208, 5-6=-2744/252, 6-23=-3166/249, 7-23=-3320/223, 7-24=-4768/394, 8-24=-4917/375 BOT CHORD 2-15=-813/441, 14-15=-902/443, 13-14=0/1370, 12-13=-15/1890, 11-12=-7/1906, 10-11=-281/4406, 9-10=-289/4389, 8-9=-289/4412 WEBS 3-15=-2058/324, 3-14=-280/2244, 4-14=-996/195, 4-13=-82/578, 5-13=-320/90, 5-11=-123/1297, 6-11=-2/856, 7-11=-1439/243, 7-9=0/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-1-10, Interior(1) 2-1-10 to 16-6-0, Exterior(2) 16-6-0 to 20-6-0, Interior(1) 25-8-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 15=267. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G2 Truss Type ROOF SPECIAL Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:49 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-1IfYdurU0?BRUOOU8b7eepgb_JlaT?awXAOEJ5ywm8e Scale = 1:66.9 T2 T3 T4 T5 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T1 T6 B2 B5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 24 25 26 27 3x6 5x6 5x8 5x6 5x8 3x6 5x6 3x6 6x8 3x8 M18SHS 2x4 3x6 3x4 4x4 2x4 3x8 5-0-0 5-0-0 5-5-8 0-5-8 13-10-0 8-4-8 17-10-0 4-0-0 21-0-0 3-2-0 28-5-1 7-5-1 37-0-0 8-6-15 -1-6-0 1-6-0 5-5-8 5-5-8 9-7-12 4-2-4 13-10-0 4-2-4 17-10-0 4-0-0 20-6-0 2-8-0 28-5-1 7-11-1 37-0-0 8-6-15 0- 4 - 3 7- 1 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 7- 1 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-3-0,0-1-12], [7:0-2-12,0-2-0], [9:0-4-0,0-3-4], [10:0-0-10,Edge], [13:0-4-0,0-3-8], [17:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.74 0.74 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.41 -0.75 0.46 0.11 (loc) 11-13 11-13 10 11 l/defl >916 >508 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 170 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T6: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-17. WEBS 1 Row at midpt 5-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 17=2380/0-5-8 (min. 0-2-9), 10=1528/0-5-8 (min. 0-1-9) Max Horz17=130(LC 11) Max Uplift17=-267(LC 12), 10=-72(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-424/849, 3-24=-420/997, 3-4=-361/847, 4-5=-351/997, 5-25=-1960/133, 6-25=-1820/147, 6-7=-2815/236, 7-8=-2875/223, 8-26=-3128/232, 9-26=-3288/206, 9-27=-4762/378, 10-27=-4912/359 BOT CHORD 2-17=-805/454, 16-17=0/1002, 15-16=-5/1762, 14-15=0/1776, 13-14=-68/2864, 12-13=-267/4401, 11-12=-274/4384, 10-11=-275/4406 WEBS 3-17=-422/118, 5-17=-2734/379, 5-16=-90/907, 6-16=-592/143, 6-14=-112/1475, 7-14=-1237/100, 7-13=-447/71, 8-13=-88/2173, 9-13=-1506/234, 9-11=0/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-1-10, Interior(1) 2-1-10 to 13-10-0, Exterior(2) 13-10-0 to 24-2-6, Interior(1) 24-2-6 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 17=267. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G3 Truss Type ROOF SPECIAL Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:50 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-VUDwqEs6mIJH6YzghIetB1DlDi5wCS53mq8orYywm8d Scale = 1:65.5 T1 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 T5 B2 B5 1 2 3 4 5 6 7 8 15 14 13 12 11 10 922 23 24 25 26 27 5x6 7x10 MT20HS 5x6 6x8 3x6 5x6 4x6 6x8 3x8 M18SHS 3x6 3x6 4x4 2x4 3x8 5-0-0 5-0-0 5-5-8 0-5-8 11-2-0 5-8-8 15-2-0 4-0-0 21-0-0 5-10-0 28-5-1 7-5-1 37-0-0 8-6-15 -1-6-0 1-6-0 5-5-8 5-5-8 11-2-0 5-8-8 15-2-0 4-0-0 20-6-0 5-4-0 28-5-1 7-11-1 37-0-0 8-6-15 0- 4 - 3 5- 9 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 5- 9 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-2-12,0-1-8], [4:0-3-0,0-1-12], [5:0-3-10,Edge], [7:0-4-0,Edge], [8:0-0-10,Edge], [11:0-4-0,0-3-8], [14:0-2-8,0-1-8], [15:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.78 0.73 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.42 -0.77 0.45 0.11 (loc) 9-11 9-11 8 9 l/defl >901 >490 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 162 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T4,T5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=2381/0-5-8 (min. 0-2-9), 8=1527/0-5-8 (min. 0-1-9) Max Horz15=130(LC 11) Max Uplift15=-267(LC 12), 8=-72(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-408/860, 3-22=-394/1013, 3-23=-1580/66, 4-23=-1458/85, 4-24=-2992/233, 5-24=-2992/233, 5-25=-2927/203, 6-25=-2833/218, 6-26=-3087/235, 7-26=-3252/209, 7-27=-4775/382, 8-27=-4923/364 BOT CHORD 2-15=-812/438, 14-15=-963/442, 13-14=0/1392, 12-13=-104/3002, 11-12=-99/3021, 10-11=-271/4412, 9-10=-280/4395, 8-9=-279/4418 WEBS 3-15=-2071/331, 3-14=-279/2291, 4-14=-991/182, 4-13=-149/2052, 5-13=-1551/157, 5-11=-530/82, 6-11=-75/2132, 7-11=-1573/241, 7-9=0/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-1-10, Interior(1) 2-1-10 to 11-2-0, Exterior(2) 11-2-0 to 24-2-6, Interior(1) 24-2-6 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 15=267. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G4 Truss Type ROOF SPECIAL Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:51 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-zgmI2aslXcR8kiYsF096jEmwk6Rvxv1D_UtLO_ywm8c Scale = 1:65.5 T1 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 T5 B2 B5 1 2 3 4 5 6 7 8 15 14 13 12 11 10 922 23 24 25 26 27 28 5x6 7x10 M18SHS 6x8 3x6 5x6 4x6 5x10 MT20HS 3x8 M18SHS 4x4 4x4 4x6 7x14 M18SHS 2x4 3x8 5-0-0 5-0-0 5-5-8 0-5-8 8-6-0 3-0-8 12-6-0 4-0-0 21-0-0 8-6-0 28-5-1 7-5-1 37-0-0 8-6-15 -1-6-0 1-6-0 5-5-8 5-5-8 8-6-0 3-0-8 12-6-0 4-0-0 20-6-0 8-0-0 28-5-1 7-11-1 37-0-0 8-6-15 0- 4 - 3 4- 5 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 4- 5 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [4:0-3-4,0-1-12], [5:0-5-4,0-2-0], [7:0-4-0,Edge], [8:0-0-10,Edge], [11:0-4-12,0-3-4], [15:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.79 0.75 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.43 -0.74 0.48 0.11 (loc) 9-11 9-11 8 9 l/defl >889 >508 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 160 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W4: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=2384/0-5-8 (min. 0-2-9), 8=1525/0-5-8 (min. 0-1-9) Max Horz15=130(LC 11) Max Uplift15=-267(LC 12), 8=-72(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-404/914, 22-23=-397/991, 3-23=-388/1079, 3-4=-665/0, 4-24=-2999/180, 24-25=-2999/180, 5-25=-2999/180, 5-26=-3061/186, 6-26=-2893/200, 6-27=-3034/221, 7-27=-3306/194, 7-28=-4726/358, 8-28=-4878/339 BOT CHORD 2-15=-887/435, 14-15=-1038/438, 13-14=0/641, 12-13=-79/2970, 11-12=-71/2992, 10-11=-240/4370, 9-10=-254/4353, 8-9=-255/4373 WEBS 3-15=-2060/301, 3-14=-202/1823, 4-14=-1351/198, 4-13=-217/2788, 5-13=-1879/212, 5-11=-524/115, 6-11=-23/2033, 7-11=-1515/226, 7-9=0/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-1-10, Interior(1) 2-1-10 to 8-6-0, Exterior(2) 8-6-0 to 24-2-6, Interior(1) 24-2-6 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 15=267. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G5 Truss Type ROOF SPECIAL Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:52 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-RtKgFvtNIwZ?Ms73pjgLGSI3XWn8gSrMD8dvwQywm8b Scale = 1:61.1 T1 T2 T3 T4 B1 B3 B4 W2 W3 W4 W5 W6 W7 W8 W9 W10 W1 T5B2B5 SB11 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 20 21 22 23 2x4 4x8 4x6 6x8 2x4 5x6 5x6 WB 5x10 M18SHS 3x8 M18SHS 4x6 3x4 4x8 M18SHS 3x4 2x4 3x8 M18SHS 1-0-0 1-0-0 1-5-8 0-5-8 5-10-0 4-4-8 11-2-0 5-4-0 17-0-0 5-10-0 24-5-1 7-5-1 33-0-0 8-6-15 1-10-0 1-10-0 5-10-0 4-0-0 11-2-0 5-4-0 16-6-0 5-4-0 24-5-1 7-11-1 33-0-0 8-6-15 34-6-0 1-6-0 2- 4 - 3 3- 1 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 3- 1 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-0-12], [3:0-2-12,0-2-0], [6:0-4-0,Edge], [7:0-0-10,Edge], [11:0-4-8,0-2-12], [14:0-2-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.75 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.49 -0.89 0.56 0.14 (loc) 9-11 9-11 7 9-11 l/defl >765 >423 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 150 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T4,T5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W3,W8: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=1741/0-5-8 (min. 0-1-14), 7=1744/0-5-8 (min. 0-1-13) Max Horz15=-154(LC 10) Max Uplift15=-119(LC 12), 7=-132(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-3548/267, 3-20=-3548/267, 3-4=-3952/283, 4-21=-3212/225, 5-21=-3108/243, 5-22=-3402/233, 6-22=-3576/221, 6-23=-5050/368, 7-23=-5203/341 BOT CHORD 14-15=-56/294, 13-14=-160/3485, 12-13=-124/3535, 11-12=-117/3550, 10-11=-258/4667, 9-10=-267/4651, 7-9=-264/4666 WEBS 2-15=-1707/190, 2-14=-254/3613, 3-14=-2147/201, 4-11=-815/135, 5-11=-86/2402, 6-11=-1537/228, 6-9=0/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-1-10, Interior(1) 5-1-10 to 16-6-0, Exterior(2) 16-6-0 to 19-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=119, 7=132. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G6 Truss Type ROOF SPECIAL Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:53 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-v3u2TFu?3Dhsz?iFNRBaofrGhw7OPqHWSoMSStywm8a Scale = 1:61.1 W1 T1 T2 T3 B1 B3 B4 W2 W1 W3 W4 W5 W6 W7 W8 W9 W10 T4B2B5 SB1 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 20 21 22 3x4 2x4 4x6 5x8 5x6 5x6 WB 5x10 M18SHS 3x8 M18SHS 5x8 4x6 3x6 4x12 MT20HS 3x4 2x4 3x8 1-0-0 1-0-0 1-5-8 0-5-8 3-2-0 1-8-8 9-10-0 6-8-0 17-0-0 7-2-0 24-5-1 7-5-1 33-0-0 8-6-15 1-5-8 1-5-8 3-2-0 1-8-8 9-10-0 6-8-0 16-6-0 6-8-0 24-5-1 7-11-1 33-0-0 8-6-15 34-6-0 1-6-0 1- 9 - 6 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 1- 9 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-2-4], [3:0-4-12,0-2-0], [6:0-4-0,0-3-4], [7:0-0-10,Edge], [11:0-4-8,0-2-12], [14:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.83 0.75 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.49 -0.86 0.56 0.14 (loc) 9-11 9-11 7 9-11 l/defl >773 >440 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 148 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T4: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W3,W8: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=1741/0-5-8 (min. 0-1-14), 7=1745/0-5-8 (min. 0-1-13) Max Horz15=-146(LC 10) Max Uplift15=-119(LC 12), 7=-132(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2728/203, 3-4=-4105/278, 4-20=-3298/221, 5-20=-3067/244, 5-21=-3450/236, 6-21=-3624/223, 6-22=-5026/362, 7-22=-5181/335 BOT CHORD 13-14=-116/2534, 12-13=-140/3652, 11-12=-129/3667, 10-11=-252/4647, 9-10=-260/4630, 7-9=-259/4644 WEBS 2-15=-1565/134, 2-14=-257/3231, 3-14=-2120/224, 3-13=-36/1102, 4-11=-904/139, 5-11=-63/2349, 6-11=-1486/216, 6-9=0/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-0, Interior(1) 3-2-0 to 16-6-0, Exterior(2) 16-6-0 to 19-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=119, 7=132. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G7 Truss Type SCISSORS Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:53 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-v3u2TFu?3Dhsz?iFNRBaofrDaw6?Pr4WSoMSStywm8a Scale = 1:60.0 T2 T3 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 T4 B2 B5 1 2 3 4 5 6 7 8 14 13 12 11 10 9 21 22 23 24 4x4 4x6 6x8 4x6 10x10 3x8 M18SHS 5x10 M18SHS 3x8 M18SHS5x6 3x4 2x4 3x8 M18SHS 1-5-8 1-5-8 8-11-12 7-6-4 17-0-0 8-0-4 24-5-1 7-5-1 33-0-0 8-6-15 1-5-8 1-5-8 8-11-12 7-6-4 16-6-0 7-6-4 24-5-1 7-11-1 33-0-0 8-6-15 34-6-0 1-6-0 0- 4 - 3 8- 7 - 3 0- 4 - 3 3- 1 0 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge], [5:0-3-0,0-1-12], [6:0-4-0,Edge], [7:0-0-10,Edge], [11:0-5-0,0-3-0], [13:0-3-0,0-2-0], [14:0-3-4,0-7-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.96 0.77 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.53 -0.96 0.60 0.15 (loc) 9-11 9-11 7 9-11 l/defl >741 >414 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 142 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* T1: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1701/1-1-8 (min. 0-1-13), 7=1799/0-5-8 (min. 0-1-13) Max Horz1=-127(LC 10) Max Uplift1=-95(LC 12), 7=-135(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2838/294, 2-3=-4759/334, 3-21=-4683/339, 4-21=-4620/360, 4-22=-3499/254, 5-22=-3336/267, 5-23=-3650/265, 6-23=-3824/252, 6-24=-5265/396, 7-24=-5419/369 BOT CHORD 1-14=-265/2530, 13-14=-242/2435, 12-13=-234/4251, 11-12=-225/4274, 10-11=-284/4866, 9-10=-293/4849, 7-9=-290/4863 WEBS 2-14=-898/177, 2-13=-24/1808, 4-11=-1291/191, 5-11=-96/2538, 6-11=-1525/224, 6-9=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-10, Interior(1) 3-3-10 to 16-6-0, Exterior(2) 16-6-0 to 19-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) 1 except (jt=lb) 7=135. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G8 Truss Type Common Qty 5 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:54 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-NFSRgbvdqXpjb9HRw8jpLtOPxKT28NofhS6?_Jywm8Z Scale = 1:56.9 T2 T2 B1 W3 W2 W1 W2 W1T1 T1 B1B21 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 6x8 5x6 6x8 4x4 4x4 3x8 2x4 2x4 4x4 4x4 8-6-4 8-6-4 16-6-0 7-11-12 24-5-12 7-11-12 33-0-0 8-6-4 -1-6-0 1-6-0 8-6-4 8-6-4 16-6-0 7-11-12 24-5-12 7-11-12 33-0-0 8-6-4 34-6-0 1-6-0 0- 4 - 3 8- 7 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge], [3:0-4-0,Edge], [5:0-4-0,Edge], [6:0-1-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.92 0.66 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.41 0.13 0.07 (loc) 6-8 6-8 6 6-8 l/defl >999 >951 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 145 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1814/0-5-8 (min. 0-1-15), 6=1814/0-5-8 (min. 0-1-15) Max Horz2=-129(LC 10) Max Uplift2=-140(LC 12), 6=-140(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2967/212, 3-13=-2813/241, 3-14=-2024/213, 4-14=-1847/239, 4-15=-1847/239, 5-15=-2024/213, 5-16=-2813/241, 6-16=-2967/211 BOT CHORD 2-12=-118/2498, 11-12=-120/2495, 10-11=-120/2495, 9-10=-136/2495, 8-9=-136/2495, 6-8=-135/2498 WEBS 4-10=-48/1015, 5-10=-987/132, 5-8=0/320, 3-10=-987/132, 3-12=0/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-8-13, Interior(1) 1-8-13 to 16-6-0, Exterior(2) 16-6-0 to 19-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=140, 6=140. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G9 Truss Type Hip Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:55 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-rS0ptxvFbrxaDJseUsE2u4wa5jlotjlov6rZXlywm8Y Scale = 1:58.1 T1 T2 T3 B1 B3 B4 B5 B6 W1 W2 W3 W4 W3 W6 W5 W7 W8 W10W9 T4B2 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 243x6 6x8 5x8 2x4 2x4 7x10 MT20HS 5x10 M18SHS 2x4 4x6 4x4 3x4 5x6 3x4 4x12 7x8 3x6 7-2-4 7-2-4 13-10-0 6-7-12 19-2-0 5-4-0 21-11-8 2-9-8 29-6-8 7-7-0 33-0-0 3-5-8 7-2-4 7-2-4 13-10-0 6-7-12 19-2-0 5-4-0 21-11-8 2-9-8 25-9-0 3-9-8 29-6-8 3-9-8 31-0-0 1-5-8 33-0-0 2-0-0 34-6-0 1-6-0 0- 4 - 3 7- 1 - 6 7- 3 - 3 0- 4 - 3 1- 0 - 0 7- 1 - 6 6.00 12 Plate Offsets (X,Y)-- [3:0-4-6,Edge], [4:0-2-12,0-1-4], [6:0-1-0,0-1-8], [8:0-2-4,0-3-0], [12:0-3-12,0-2-12], [13:0-4-8,0-2-8], [17:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.90 0.94 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.45 -0.83 0.35 0.14 (loc) 12-13 12-13 9 12-13 l/defl >874 >474 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 176 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B3: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* W7,W8,W10: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1664/Mechanical, 9=1827/0-5-8 (min. 0-1-15) Max Horz1=-107(LC 10) Max Uplift1=-93(LC 12), 9=-142(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-3136/309, 2-18=-3007/324, 2-19=-2332/280, 3-19=-2198/302, 3-20=-1939/307, 20-21=-1939/307, 4-21=-1939/307, 4-5=-2887/390, 5-22=-2956/348, 6-22=-3052/335, 6-7=-6575/578, 7-8=-6029/538, 8-23=-2952/291, 9-23=-3024/285 BOT CHORD 1-17=-206/2683, 16-17=-206/2683, 16-24=-97/1964, 15-24=-97/1964, 12-13=-289/3442, 11-12=-119/1726, 9-11=-213/2520 WEBS 2-17=0/271, 2-16=-822/126, 3-16=-8/499, 3-15=-294/258, 4-15=-748/78, 13-15=-67/2073, 4-13=-164/1650, 6-13=-964/137, 6-12=-179/2939, 8-12=-367/4685, 8-11=-2517/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-12 to 3-4-6, Interior(1) 3-4-6 to 13-10-0, Exterior(2) 13-10-0 to 23-10-0, Interior(1) 23-10-0 to 34-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=142. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G10 Truss Type HIP Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:56 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-JeaB5HwtM83RqTRq2ZlHQITl?76?cEvy8mb63Bywm8X Scale = 1:57.7 T1 T2 T3 B1 B3 B4 B5 B6 W1 W2 W3 W4 W5 W7 W6 W11W10 B2 W8 W9 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 3x6 4x6 4x4 2x4 4x8 M18SHS 6x8 5x10 M18SHS 2x4 3x6 4x4 3x4 2x4 3x4 3x4 4x8 5x6 3x8 5-10-4 5-10-4 11-2-0 5-3-12 16-6-0 5-4-0 21-11-8 5-5-8 29-6-8 7-7-0 33-0-0 3-5-8 5-10-4 5-10-4 11-2-0 5-3-12 16-6-0 5-4-0 21-10-0 5-4-0 25-9-0 3-11-0 29-6-8 3-9-8 31-0-0 1-5-8 33-0-0 2-0-0 34-6-0 1-6-0 0- 4 - 3 5- 9 - 6 5- 1 1 - 3 0- 4 - 3 1- 0 - 0 5- 9 - 6 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-12], [6:0-2-8,0-1-8], [8:0-1-4,0-2-8], [12:0-3-12,0-2-8], [13:0-2-12,0-2-12], [15:0-1-12,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.95 0.88 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.43 -0.85 0.36 0.13 (loc) 12-13 12-13 9 12-13 l/defl >920 >464 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 171 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B3: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* W7,W11,W8,W9: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1664/Mechanical, 9=1827/0-5-8 (min. 0-1-15) Max Horz1=-88(LC 10) Max Uplift1=-93(LC 12), 9=-142(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3215/331, 2-19=-3086/344, 2-20=-2590/301, 3-20=-2478/319, 3-21=-2522/349, 21-22=-2523/348, 4-22=-2526/348, 4-23=-2664/348, 5-23=-2661/348, 5-6=-3055/362, 6-24=-6599/650, 7-24=-6720/640, 7-8=-6025/579, 8-9=-2966/305 BOT CHORD 1-18=-237/2771, 17-18=-237/2771, 16-17=-237/2771, 15-16=-137/2217, 5-13=-76/994, 12-13=-321/3439, 11-12=-96/1281, 7-12=-299/64, 9-11=-223/2459 WEBS 2-16=-636/116, 3-16=-15/399, 3-15=-64/631, 4-15=-765/126, 13-15=-163/2507, 4-13=-111/276, 8-12=-405/4712, 8-11=-2237/192, 6-13=-928/170, 6-12=-220/3098 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-12 to 3-4-6, Interior(1) 3-4-6 to 11-2-0, Exterior(2) 11-2-0 to 26-6-0 , Interior(1) 26-6-0 to 34-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=142. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss G11 Truss Type HIP GIRDER Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:58 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-G1ixWzy8umJ94naC9_nlVjY4lxnH46rFb44D74ywm8V Scale = 1:57.5 T1 T2 T3 B1 B3 B4 B5 W1 W2 W3 W4 W5 W6 W5 W8 W7 W9 W10 W11 W12 B2 B6W141 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 33 3x6 4x6 4x6 4x6 4x4 3x4 7x10 M18SHS 3x4 2x4 4x12 3x8 3x4 2x4 3x4 3x8 2x4 4x6 7x8 3x8 3x8 4x12 2x4 4-8-4 4-8-4 8-6-0 3-9-12 12-11-13 4-5-13 17-5-11 4-5-13 21-11-8 4-5-13 24-6-0 2-6-8 29-6-8 5-0-8 33-0-0 3-5-8 4-8-4 4-8-4 8-6-0 3-9-12 12-11-13 4-5-13 17-5-11 4-5-13 21-11-8 4-5-13 24-6-0 2-6-8 27-0-4 2-6-4 29-6-8 2-6-4 31-0-0 1-5-8 33-0-0 2-0-0 34-6-0 1-6-0 0- 4 - 3 4- 5 - 6 4- 7 - 3 0- 4 - 3 1- 0 - 0 4- 5 - 6 6.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-1-8,Edge], [3:0-3-0,0-0-12], [7:0-2-12,0-1-12], [8:0-4-0,0-2-0], [10:0-6-0,0-0-9], [12:0-0-13,0-0-12], [12:0-4-8,0-5-0], [14:0-5-12,0-4-4], [15:Edge,0-3-8], [16:0-2-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 1.00 0.96 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.48 -0.78 0.37 0.18 (loc) 15 15 10 15 l/defl >823 >503 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 397 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E *Except* B3,B5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W8: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=3715/Mechanical, 10=3408/0-5-8 (min. 0-1-11) Max Horz1=-68(LC 23) Max Uplift1=-472(LC 8), 10=-416(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7228/918, 2-3=-6394/834, 3-22=-7166/946, 22-23=-7169/945, 4-23=-7170/945, 4-5=-7166/944, 5-6=-8775/1099, 6-7=-7453/913, 7-8=-8504/1026, 8-9=-12780/1420, 9-10=-13520/1454 BOT CHORD 1-24=-762/6394, 24-25=-762/6394, 20-25=-762/6394, 19-20=-762/6394, 19-26=-762/6394, 18-26=-762/6394, 18-27=-639/5655, 27-28=-639/5655, 17-28=-639/5655, 17-29=-861/7510, 29-30=-861/7510, 16-30=-861/7510, 16-31=-108/955, 31-32=-108/955, 15-32=-108/955, 14-15=-39/351, 6-14=-139/1118, 14-33=-984/8820, 13-33=-984/8816, 12-13=-923/8567, 10-12=-1268/12243 WEBS 2-20=-58/508, 2-18=-834/139, 3-18=-146/1112, 3-17=-254/2169, 4-17=-494/78, 5-17=-574/49, 5-16=-991/118, 14-16=-774/6743, 5-14=-144/1565, 6-13=-2131/283, 7-13=-431/3643, 8-13=-1228/143, 8-12=-351/3750, 9-12=-86/1031 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. Continued on page 2 Job B1082-16 Truss G11 Truss Type HIP GIRDER Qty 1 Ply 2 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:58 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-G1ixWzy8umJ94naC9_nlVjY4lxnH46rFb44D74ywm8V NOTES- 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=472, 10=416. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 247 lb down and 53 lb up at 0-11-4, 246 lb down and 54 lb up at 2-11-4, 246 lb down and 54 lb up at 4-11-4, 246 lb down and 54 lb up at 6-11-4, 246 lb down and 54 lb up at 8-11-4, 246 lb down and 54 lb up at 10-11-4, 246 lb down and 54 lb up at 12-11-4, 246 lb down and 54 lb up at 14-11-4, 246 lb down and 54 lb up at 16-11-4, 246 lb down and 54 lb up at 18-11-4, 246 lb down and 54 lb up at 20-11-4, and 246 lb down and 53 lb up at 22-11-4, and 682 lb down and 108 lb up at 24-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-7=-86, 7-10=-86, 10-11=-86, 1-15=-16, 12-14=-16, 10-12=-16 Concentrated Loads (lb) Vert: 20=-246(F) 17=-246(F) 13=-682(F) 24=-247(F) 25=-246(F) 26=-246(F) 27=-246(F) 28=-246(F) 29=-246(F) 30=-246(F) 31=-246(F) 32=-246(F) 33=-246(F) Job B1082-16 Truss J1 Truss Type Jack-Open Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:59 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-kDFKjJymf3S0hw9PjhI_2w5ScLLNpl1OqkpmgWywm8U Scale = 1:10.6 T1 B1 HW1 1 2 3 44x4 1-1-2 1-1-2 -1-6-0 1-6-0 1-1-2 1-1-2 0- 7 - 3 1- 3 - 1 5 0- 1 0 - 1 1 1- 3 - 1 5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.16 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2 2 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 7 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 1-1-2 oc purlins. 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) 3=-65/Mechanical, 2=303/0-5-8 (min. 0-1-8), 4=8/Mechanical Max Horz2=49(LC 12) Max Uplift3=-65(LC 1), 2=-77(LC 12) Max Grav3=25(LC 12), 2=303(LC 1), 4=19(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss J2 Truss Type Jack-Open Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:31:59 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-kDFKjJymf3S0hw9PjhI_2w5R?LLzpl1OqkpmgWywm8U Scale = 1:15.6 T1 B1 HW1 1 2 5 3 4 4x4 2-7-2 2-7-2 -1-6-0 1-6-0 2-7-2 2-7-2 0- 7 - 3 2- 3 - 1 5 0- 5 - 3 1- 1 0 - 1 1 2- 3 - 1 5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. 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) 3=38/Mechanical, 2=334/0-5-8 (min. 0-1-8), 4=18/Mechanical Max Horz2=71(LC 12) Max Uplift3=-18(LC 9), 2=-57(LC 12) Max Grav3=40(LC 17), 2=334(LC 1), 4=41(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 2-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss J3 Truss Type Jack-Open Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:00 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-CPpixezOQNatJ4kbHPpDb8ebkkdTYCHY3OZKCzywm8T Scale = 1:20.5 T1 B1 B2 B3 HW1 1 2 3 7 6 8 4 5 4x4 2x4 2x4 2x4 3-5-8 3-5-8 4-1-2 0-7-10 -1-6-0 1-6-0 3-5-8 3-5-8 4-1-2 0-7-10 0- 7 - 3 3- 3 - 1 5 2- 3 - 1 5 2- 1 0 - 1 1 1- 0 - 0 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 -0.00 (loc) 2-7 2-7 5 2-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 19 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. 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) 4=50/Mechanical, 2=387/0-5-8 (min. 0-1-8), 5=107/Mechanical Max Horz2=93(LC 12) Max Uplift4=-6(LC 12), 2=-45(LC 12), 5=-17(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 4-0-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss J4 Truss Type Jack-Open Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:00 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-CPpixezOQNatJ4kbHPpDb8ebkkZGYCHY3OZKCzywm8T Scale = 1:25.3 T1 B1 B2 B3 HW1 1 2 3 7 6 8 4 5 3x6 2x4 3x4 4x4 3-5-8 3-5-8 5-7-2 2-1-10 -1-6-0 1-6-0 3-5-8 3-5-8 5-7-2 2-1-10 0- 7 - 3 4- 3 - 1 5 3- 3 - 1 5 3- 1 0 - 1 1 1- 0 - 0 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.48 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.02 0.02 (loc) 6 5-6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. 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) 4=139/Mechanical, 2=453/0-5-8 (min. 0-1-8), 5=105/Mechanical Max Horz2=116(LC 12) Max Uplift4=-31(LC 12), 2=-38(LC 12), 5=-8(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-271/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 5-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss JA1 Truss Type Jack-Open Qty 2 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:00 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-CPpixezOQNatJ4kbHPpDb8ec_kgvYCHY3OZKCzywm8T Scale = 1:13.4 T1 B1 1 2 5 6 3 4 2x4 3-1-12 3-1-12 -1-6-0 1-6-0 3-1-12 3-1-12 0- 4 - 3 1- 1 1 - 1 1- 6 - 6 1- 1 1 - 1 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. 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) 3=74/Mechanical, 2=348/0-5-8 (min. 0-1-8), 4=23/Mechanical Max Horz2=61(LC 12) Max Uplift3=-15(LC 9), 2=-62(LC 12) Max Grav3=74(LC 1), 2=348(LC 1), 4=51(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 3-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss JA2 Truss Type Jack-Open Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:01 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-gcN48__0BhikxEJnr6LS7LAjs8zcHfXhI2ItkPywm8S Scale = 1:19.8 T1 B1 1 2 5 3 42x4 5-9-12 5-9-12 -1-6-0 1-6-0 5-9-12 5-9-12 0- 4 - 3 3- 3 - 1 2- 1 0 - 6 3- 3 - 1 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.43 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.11 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >618 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 19 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. 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) 3=212/Mechanical, 2=461/0-5-8 (min. 0-1-8), 4=44/Mechanical Max Horz2=91(LC 12) Max Uplift3=-47(LC 12), 2=-54(LC 12) Max Grav3=212(LC 1), 2=461(LC 1), 4=99(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 5-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss JB2 Truss Type Jack-Open Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:01 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-gcN48__0BhikxEJnr6LS7LAmY8rRHfXhI2ItkPywm8S Scale = 1:19.8 T1 B1 B2 B3 1 2 3 7 6 8 4 5 2x4 2x4 3x4 4x4 3-5-8 3-5-8 5-9-12 2-4-4 -1-6-0 1-6-0 3-5-8 3-5-8 5-9-12 2-4-4 0- 4 - 3 3- 3 - 1 2- 3 - 1 2- 1 0 - 6 1- 0 - 0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.19 0.74 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.07 0.03 0.03 (loc) 6 5-6 5 6 l/defl >999 >916 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 21 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. 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) 4=150/Mechanical, 2=461/0-5-8 (min. 0-1-8), 5=106/Mechanical Max Horz2=91(LC 12) Max Uplift4=-25(LC 12), 2=-54(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-323/5 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 5-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss LAY01 Truss Type Lay-In Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:02 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-8oxSLK?ey_qaYOu_OqshgZj_hYMw05IqWi2QGrywm8R Scale = 1:41.2 T1 T1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST11 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 3x4 4x4 3x4 15-9-8 15-9-8 7-10-12 7-10-12 15-9-8 7-10-12 7- 1 - 7 10.82 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.04 0.02 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 82 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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.All bearings 15-9-8. (lb) - Max Horz1=-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 16, 12, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 7-10-12, Exterior(2) 7-10-12 to 10-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 16, 12, 11 , 10. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss LAY02 Truss Type Lay-In Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:03 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-c_VqZg0GjIyRAYTAyXNwCmG5KyhIlZ4_lMn_pHywm8Q Scale = 1:84.2 W1 T2 T3 B1 B3 ST4 ST3 ST3 ST3 ST3 ST3 ST2ST1 B212 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 3x6 3x4 4x4 3x4 3x4 3x4 2-9-14 2-9-14 16-2-15 13-5-2 14-5-5 14-5-5 16-2-15 1-9-10 0- 8 - 8 13 - 8 - 1 2 10 - 1 - 2 10.82 12 10.82 12 Plate Offsets (X,Y)-- [11:0-3-9,Edge], [19:0-2-8,0-1-8], [22:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.30 0.07 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 85 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-18,11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 16-2-15. (lb) - Max Horz22=267(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 19, 13, 14, 15, 16, 18, 20 except 22=-281(LC 10), 11=-124(LC 12), 21=-383(LC 12) Max Grav All reactions 250 lb or less at joint(s) 11, 19, 12, 13, 14, 15, 16, 18, 20 except 22=530(LC 12), 21=302(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-336/327, 1-2=-387/372, 2-3=-258/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-5-5, Exterior(2) 14-5-5 to 16-0-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11, 12, 13, 14, 15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 13, 14, 15, 16, 18, 20 except (jt=lb) 22=281, 11=124, 21=383. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11, 12, 13, 14, 15, 16, 18. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss LAY03 Truss Type Lay-In Gable Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:04 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-4A3Cm00uTc4Ioi2MWFu9l_oD0My6Uzf7_0XXLkywm8P Scale = 1:80.4 T2 W1 B1 ST4 ST3 ST2ST11 2 3 4 5 6 7 12 11 10 9 8 3x4 3x6 4x8 M18SHS 9-2-5 9-2-5 9-2-5 9-2-5 13 - 8 - 7 17.89 12 Plate Offsets (X,Y)-- [1:0-1-15,Edge], [7:Edge,0-3-8], [8:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.50 0.42 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 M18SHS Weight: 82 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 9-2-5. (lb) - Max Horz1=357(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10, 12 except 8=-217(LC 11), 1=-318(LC 10), 9=-154(LC 12), 11=-123(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 9, 10, 11, 12 except 1=412(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-979/839, 2-3=-846/722, 3-4=-840/738, 4-5=-651/584, 5-6=-494/472 WEBS 6-9=-395/374, 5-10=-251/256 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) 0-3-4 to 4-6-3, Exterior(2) 4-6-3 to 9-0-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 12 except (jt=lb) 8=217, 1=318, 9=154, 11=123. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss M1 Truss Type Jack-Closed Qty 4 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:04 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-4A3Cm00uTc4Ioi2MWFu9l_oDmM?AU0G7_0XXLkywm8P Scale = 1:20.9 T1 W1 B1 1 2 3 4 5 2x4 2x4 2x4 6-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 0- 4 - 3 3- 4 - 3 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.45 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 0.00 0.00 (loc) 2-4 2-4 4 2 l/defl >999 >584 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 4=262/Mechanical, 2=466/0-5-8 (min. 0-1-8) Max Horz2=90(LC 9) Max Uplift4=-17(LC 9), 2=-68(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss M2 Truss Type Jack-Closed Qty 1 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:05 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-ZNdb_M1XEvC9PrdZ3yPOIBLSUlGoDScHCfG5tAywm8O Scale = 1:27.8 T1 W2 B1 B2 B3 W1 HW1 1 2 3 4 7 6 5 8 2x4 3x4 3x6 2x4 3x4 2x4 3-5-8 3-5-8 6-0-0 2-6-8 -1-6-0 1-6-0 3-5-8 3-5-8 6-0-0 2-6-8 0- 7 - 3 4- 7 - 3 3- 7 - 3 1- 0 - 0 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.52 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.01 0.01 (loc) 6 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 32 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=262/Mechanical, 2=468/0-5-8 (min. 0-1-8) Max Horz2=112(LC 9) Max Uplift5=-37(LC 9), 2=-63(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-310/11 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B1082-16 Truss M3 Truss Type Jack-Closed Qty 11 Ply 1 Johnson7/18(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Mon Jul 18 16:32:05 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:pHqflZfkovu2rKuuJQ3okGywmye-ZNdb_M1XEvC9PrdZ3yPOIBLORlKoDSWHCfG5tAywm8O Scale = 1:27.8 T1 W1 B1 HW1 1 2 3 4 5 2x4 2x4 3x6 6-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 0- 7 - 3 4- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.46 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 0.00 0.00 (loc) 2-4 2-4 4 2 l/defl >999 >584 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 27 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 4=262/Mechanical, 2=468/0-5-8 (min. 0-1-8) Max Horz2=123(LC 11) Max Uplift4=-38(LC 9), 2=-65(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Transaction detail for payment to City of Rexburg.Date: 07/21/2016 - 4:38:19 PM Billing Information Shay Higley Shay Higley , 83401 coppercreekbilling@yahoo.com City of Rexburg 35 N 1st East | PO Box 280 Rexburg, ID 83440 208-359-3020 ub@rexburg.org XBP Confirmation Number: 19758358 Transaction Number: 54624226PT Visa — XXXX-XXXX-XXXX-8301 Status: Successful Account # Item Quantity Item Amount Building Permit Deposit 1 $500.00 TOTAL:$500.00 Transaction taken by: cecilj Page 1 of 1Xpress Bill Pay - Payment Processing 7/21/2016https://www.xpressbillpay.com/common/payment_process.php