The URL can be used to link to this page

Plans (2) Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Lot 5, Brightwood By: MKB Core Job Number: DM20-081 Date: June, 2020 Code Basis of Design: Latest Adopted Version of O.R.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ultimate wind speed, Exposure B, 4:12 Pitch roof Front to Back and 8:12 Pitch Side to Side. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Side to Side Zone A: 25.7 PSF Zone B: 17.6 Zone C: 20.4 Zone D: 14 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 44 feet Therefore, use a = 4.4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 6 feet Total Wind Force at Upper Level = 3712 #, or 93 PLF 1 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Lot 5, Brightwood By: MKB Core Job Number: DM20-081 Date: June, 2020 Side to Side: Horizontal Dimension = 44 Feet Average force on projected wall = 21.5 PSF Average force on projected roof= 14.72 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 7663 #, or 174 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 40 Feet Total Wind force at Main Level = 8816 #, or 220 PLF Total Wind force Upper and Main = 12528 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 50 Feet Total Wind force at Main Level = 10194 #, or 204 PLF Total overall side to side wind force = 17857 Pounds Seismic Loading: Di seismic design category per O.R.S.0 Sos= .83, R = 6.5, W = weight of structure V = [1.2 Sos/R] W V = .154W Roof Dead Load = 17 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load 12 psf Seismic Front to Back: Tributary Roof Length = 44 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown@core-engineering.net Job Name: Lot 5, Brightwood By: MKB Core Job Number: DM20-081 Date: June, 2020 Wroof = 141.064 pif > 93 plf, therefore seismic gov. Wfloor = 147.378 plf < 220 plf, therefore wind Gov. Total Seismic Load = 11537.68 Pounds < 12528 Therefore wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 193.424 plf > 174 plf,Therefore seismic gov Wfloor = 179.256 plf < 204 plf, therefore wind gov. Total Seismic Force = 17473.46 Pounds, < 17857 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 141 * 20 ft= 2821 # Total Shear Wall Length = 21 Feet V=P/L = 134 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 21 Feet Trib Floor Area = 0 Feet Mot = 15799 LB FT Factored Dead Load 78 PLF Mr = 17199 LB FT T = -67 LB No Uplift Line B: P = 141 * 20 ft= 2821 # Total Shear Wall Length = 17 Feet V=P/L = 166 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 15799 LB FT Factored Dead Load 78 PLF Mr = 11271 LB FT T = 266 LB No Uplift Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown©core-engineering.net Job Name: Lot 5, Brightwood By: MKB Core Job Number: DM20-081 Date: June, 2020 Line 1: P = 174 * 22ft = 3832 # Total Shear Wall Length = 16 Feet V=P/L = 239 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 20690 LB FT Factored Dead Load 269 PLF Mr = 34406 LB FT T = -857 LB No Uplift Line 2/3: P = 174 * 22ft = 3832 # Total Shear Wall Length = 24 Feet V=P/L = 160 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 3.5 Feet Trib Floor Area = 0 Mot = 2682 LB FT Factored Dead Load 78 PLF Mr = 478 LB FT T = 630 LB Perp Wall & HDR to resist Main Level: Front to Back: Line A: P = 220 * 20 ft + 1856 = 6264 # Total Shear Wall Length = 28 Feet V=P/L = 224 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 2 Feet Mot = 16913 LB FT Factored Dead Load 100 PLF Mr = 9761 LB FT T = 511 LB No Uplift Line B: P = 220 * 20 ft + 1856 = 6264 # Total Shear Wall Length = 37 Feet V=P/L = 169 PLF Use A wall Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 m ike.brown@core-engi neeri ng.net Job Name: Lot 5, Brightwood By: MKB Core Job Number: DM20-081 Date: June, 2020 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 2 Feet Mot = 16456 LB FT Factored Dead Load 100 PLF Mr = 16135 LB FT T = 18 LB No Uplift Side to Side: Line 1: P = 204 * 25 ft + 3832 = 8928 # Total Shear Wall Length = 10 Feet V=P/L = 893 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 2 Feet Trib Floor Area = 8 Feet Mot = 9643 LB FT Factored Dead Load 326 PLF Mr = 653 LB FT T = 4495 LB Use Type 2 HD Line 2/3: P = 204 * 25 ft + 3832 = 8928 # Total Shear Wall Length = 11 Feet V=P/L = 812 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 2 Feet Mot = 8766 LB FT Factored Dead Load 100 PLF Mr = 199 LB FT T = 4283 LB Use type 2 HD ❑ o ❑ ❑ ©, e e, _'e T © s_� e , O - �� O XIII 3xSILL 3x U ,H 16224 • I I A Et e 0 ■ f H e e e e O3xSILL 1 xSILL OQ • ❑ • 3xSIlL 1 3xSIL I� L`> c J 0 Aft Ali 4. nf A ik MAIN FLOOR PLAN UPPER FLOOR PLAN SCALE:1/8'=1' SCALE:1/8'=1' i —J. i11•11iiiiii11II11iIII11iiiiiiiII1111U1111Iiiiiii1111IlIII•I11iIII11iiiiiRSEI lI "is,' °imiimil mo- uimii rimmem incrimini'iiicrier—lilui ill i - v i\I11111I1'' :_ �111111I111I11111n1111n11111111111�1U�• '1' N1111E111 1111111111111111111111VIIII i111i __ 1111111111111V110illn•'- "01°'''' In.\n/C� -1nnnM mi um is impir-_= k'4111 wu oinsi rl••- IIIr/,1 �IIIIIIIIiiiii.11I11111t1111111• �\I '•1111 111Ii11111ni�•' O xe nnx roan • 11111111111�ii111111�IP' � 10 Mrzxoort Illlr lll••'._ 1r-._ 1 " —�1 �r-i I 1= 1: — --—. -- ---1 =----.1 zmn nit. k3yIZI11111111111111I1111111110' 1` `�iI�11111�I1111I11I11I1111I1111111111$1:.1 �• n..a• I IIIIIII Fi' W IJIdI�I Al.WblbUlbllJ". _ ..,:.. �`vl. 1. 1.1, . . ..i.. i_ 1. �• nnlm• o• = 1111 I 1 �i.� I I �■■ [III 00000_ II— I =IL �� nnnnn a O r-r i FRONT ELEVATION RIGHT ELEVATION m. mo�n iii!illkMiliiiiiliiiiiliiiif iiiiliiiiiiiiiiiliiiiiliiiiiiiiiii liiiiiliiilAiiiiii — II1111I111III1111II1111IIIIIII111111IIIIII111111I1111II1111I111111I11111III11IIII11II1111 .v -•-:i1111iI1111iI111IiI1111i'iii;Lfll IIIIIIIIIIIIII111iii i IIIIII IIII111I1mim IIIIIII IIIIIIIII IIIii11111I1 i iiIIIIIIIIII :iI11111I1II11IIII1IIIIIIIIIIIII111111IIIIIIll1111I1111II0111111111111111I11111111111111 •'11111111111II111111IIIIIIIII' 1111111111111111111111I1111111111111111111111III1111111111111111111111111111I11111II11111 '••7I111III1111I111111 11111111111111111II111i111111/111i.11111111111111111111111111111I11111I111011111I1111 -'•'q.rq I11111 4xa wrz mM nani.mnnnn0.mmnnnm_mninI.nn��aWnninnnIn:•iin.�nn.IVm aI ii — moo.non _.... IIIIIIIIIIIII IIIIIIIIIIIIIIIIIlI1Fif1.ti11 rzv IIIIIili111113Y)E]I IfRtali min1mincii inilimai mmnlmulmliiiii •W^ .mni■.74!_'hro-._ •nni�nni•nnumm•. nnnnnm•n.- inn. na�n �m-1. •1a11�1111 =_ liii u Marc - - O- L r-v — REAR ELEVATION LEFT ELEVATION wm-• 1n--1-r SHEARWALLSCHEDULE (am) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A is" OSB (1) SIDE 8d 6" 12" 'z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 24" o/c 280 B OSB (1) SIDE (f) 8d 4" 12" Z" Dia. A.B. @ 24"o/c 16d @ 4" o/c A35 @ 14"o/c 520 C is" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D ifi" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E ifi" OSB (2) SIDE (d,e,f) 8d 6" 12" Z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10"o/c 768 F ifi" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7"o/c 1120 G is" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H is" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" Z" Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than Z'from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. . . HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/8"DIA.x24" MIN EMBED INTO CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. Client: Dale: 6/5/2020 Page 1 of 1 ` " Project: Input by: isDesign Address. Job Name: 2759 Project#: .)UN 1 u (I,)/, BEAM 1 LP-LVL 2900Fb-2.0E 1.750" X 14.000" 3-Ply - PASSED Level:Level _ a _, r z .i yr A ,' 7 1, e"+1. - II I 1'2" ii 1 SPF 2 SPF fIIL kI JIB 14' I 'I51/4" 14' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wnd Const Plies: 3 Design Method: ASD 1 7070 4102 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 7070 4102 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp e=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 5.500" 91% 4102/7070 11172 L D+L 2-SPF 5.500" 91% 4102/7070 11172 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 34805 ft-lb 7' 42165 ft-lb 0.825(83%) D+L L Shear 9349 lb 12'5 1/4" 13965 lb 0.669(67%)D+L L LL Defl inch 0.323(L/491) 7' 0.330(L/480) 0.980(98%)L L TL Defl inch 0.510(L/311) 7' 0.660(L/240) 0.770(77%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.187",Long Term=0.281" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top loads must be supported equally by all plies. 6 Top must be laterally braced at a maximum of 4'7 1/2"o.c. 7 Bottom braced al bearings. ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments 1 Uniform 20-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF UPPER ROOF 2 Uniform 8-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 3 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 4 Uniform 3-0-0 Far Face 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF NOOK ROOF Self Weight 21 PLF Notes Manufacturer Info This component analysis is based on the loads. Louisiana-Pacific Corp geometry and other condtons as entered by the user 414 Union Street,Suite 2000 and',Ned In this repan.The user c responsible to Nashville,TN 37219 ensure the accuracy at the input and the n,which b Me actual contnde of the structure for which him (888)820-0325 omponent m intended.This analysis is valid only For ow www.lpsorp.eom podumisud. APA:PR-L280,ICC-ES:ESR-2403, Coyn1019 PII ngMe reserved by Louisiana Pacific Corr 00 p.PIP union el Pude 2000.Nashville TN 37219 This design is valor until LADES:RR-25783,Florida:FL15228 10/31/2021 Version 20.20.D44 Powered by iStract^' CSD I-cs°Isx else Client: Date: 6/5/2020 Page 1 of 1 • ° Project: Input by: isDesign Address: Job Name: 2759 Project#: BEAM 2 LP-LVL 2900Fb-2.0E 1.750" X 11.875" 2-Ply - PASSED Level:Level ( lIc; �' 1 � t s tl t€ z ` 6 t 2f $ e1 :e1 jt a E9 1 t f 1 2 fi trill t 1• []ti 1l �� .' - +'t§ - 1 '-�v �i,� v„� E 1. LP ` N N «�a.� Ala„ IVY I I / 1 SPF 2 SPF 9' 3 112" / 9' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 2430 965 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2430 965 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 4.000" 57% 965/2430 3395 L D+L 2-SPE 4.000" 57% 965/2430 3395 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 6746 ft-lb 4'6" 19902 ft-lb 0.339(34%)D+L L Shear 3179 lb 1'3 1/8" 7697 lb 0.403(40%)D+L L LL Deft inch 0.077(L/1317) 4'6 1/16" 0.211(L/480) 0.360(36%)L L TL Deft inch 0.108(L/943) 4'6 1/16" 0.423(L/240) 0.250(25%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and al interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.031",Long Term=0.046" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top braced at bearings. 5 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments 1 Uniform 5-6-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Uniform 8-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Self Weight 12 PLF Notes Manufacturer Info into component anaiyvz is ma.a o m" m.as Louisiana-Padfic Corp gnomes,one omz.ooeeieona az ememe ny me"der 414 Union Street,Suite 2000 a"a palm u,a rap"d_me"der'.a rzzpo"ywn m ore ne aez"raw m ma onp"t a"e ne apd�=anah m Nashville,820 TN 57219(888 ne aaaai eonan o"z of me sNcwr.mr w.im a:e oww.lpcocp.no emio namn;inunaea.rniz an>tvz.zirvafia onp ror a,. www.IPcory.eom pradde g.roa. APA:PR-L280,ICC-ES'.ESR-2403, Copyright Mg NI rights reserved Iry m"idana Pacific Corp.ma union St suite moo.Nashville,TN 37218 This design is valid until LCDfiS:RR-25783,Florida:FL15226 13/31(2021 Version 20.20 044 Powered by iStruct"" C SD I- Ofn6n kLfC Client: Date: 6/5/2020 Page 1 of 1 rasDesign Project: Input by: Address: Job Name: 2759 Project#: BEAM 3 LP-LVL 29O0Fb-2.0E 1.750" X 11.875" 3-Ply -PASSED Level:Level r €' IT!' 1{1g""il 9 11 r i-+ EIRP.eAR ft e l �.. ) � . ttjl h St � - a # 3 :i. 2 lit _ t - t€( : gg t 7f7 8LJ!!JJDt Y it .:. - )il)( LPt� m LF +^$ LP . a rr LG:s>!'iair 117/8' •o s 1 SPF 2 SPF Iy 14' / 'I51/4" 14' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 3780 1542 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 3780 1542 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 4.500" 53% 1542/3780 5322 L D+L 2-SPF 4.500" 53% 1542/3780 5322 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 17002 ft-lb 7' 31048 ft-lb 0.548(55%)D+L L Shear 5067 lb 1'3 5/8" 11845 lb 0.428(43%)D+L L LL Deft inch 0.288(L/558) 7'1/16" 0.334(L/480) 0.860(86%)L L TL Deft inch 0.405(L/396) 7'1/16" 0.669(L/240) 0.610(61%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.117,Long Term=0.176" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top must be laterally braced at a maximum of 10'o.c. 6 Bottom braced at bearings. ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments 1 Uniform 5-6-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Uniform 8-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Self Weight 18 PLF Manufacturer Info Notes mis component anaryd. ie based on m. aads. Louisiana-Paeifit,Corp onomeuy and othe.confirm^s ae emcee br the a 414 Union Street,Suite 2000 ame imuwaao r�in onmainsi ereruP oodr.mteh e ava ucwee mes a.a,^nzeomn.e�d'°a e,TN 37219 (888)620-0325 omponanna mmnaea.mis anayeis is Dais Dory m me www.lpeorp.eom pow'crr'.,ad. APA:PR-L280,ICC-ES'.ESR-2403, Car 41iN 3019 St Suite rexrvea by L^uitlene Pocific Carp ara u^m^slsma z000.naern•nia,TN 37219 This design is valid until LADBS:RR-25783,Florida:FL15228 10/31/2021 Version 20.20.044 Powered byiStruct'° CSD Client: Date: 6/5/2020 Page 1 of 1 ® Project: Input by: isDesign Address: Job Name: 2759 Project#: BEAM 4 LP-LVL 2900Fb-2.0E 1.750" X 11.875" 3-Ply - PASSED Level:Level r' 4 s ;ANIBiti 2 I Mini ,1111111 111111111 I4 1 ' !LP ,I A t LPG r..�. . ,LP a. , IIIIII fie a; t' 't1 "'-�,u—,- ,.- ,,,Z,,,t,;.', , 1' ' .-_ v= .. wUjx ri 'k—*e' 117/8.� i 1SPF 2SPF Iy 20'2"20'2" /—/5 1/4a Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 1111 1480 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1482 1902 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp c=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SPF 5.500" 21% 1480/1111 2590 L D+L 2-SPF 5.500" 28% 1902/1482 3384 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 15511 ft-lb 10'2 11/16" 31048 ft-lb 0.500(50%)D+L L Shear 3024 lb 18'9 3/8" 11845 lb 0.255(26%)D+L L LL Defl inch 0.307(L/757) 10'3 1/16" 0.484(L/480) 0.630(63%)L L TL Defl inch 0.735(L/316) 10'1 15/16" 0.969(L/240) 0.760(76%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.428",Long Term=0.642" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top loads must be supported equally by all plies. 6 Top must be laterally braced at a maximum of 11'3 3/8"o.c. 7 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 1Mnd 1.6 Const. 1.25 Comments 1 Uniform 2-6-0 Near Face 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF GAR.ROOF 2 Part.Uniform 6-8-0 to 20-2-0 2-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 3 Part.Uniform 6-8-0 to 20-2-0 Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 4 Point 6-8-0 Far Face 511 lb 0 lb 0 lb 0 lb 0 lb LVL Self Weighs 18 PLF Notes Manufacturer Info n,is component analyua is bacea an N. loaaa, Louisiana-Pacific Corp geometry ana aNa.conmaans as a"v..d by Na a 414 Union Street,Suite 2000 Nashatl IIYea in Nis reooM1 TM1e ear is eeponableao wac Ne amuncy of Ne'innw ana me avnrsadl�ry m (888)ille,TN 37219 coaonen wnaioons of Ne svusmim m,wnmh The www.pcorp.820-0325o nmpanem is mtena.a.rins analysis rs vana Dory tame www.lpcorp.wm rae"et xama. APA:PR-L280,ICC-ES'.ESR-2403, CopyngM sore All nghtn rcnr, 1 by Lauislena Petific con.au won st saira�000.wmmna,Trr avzis This design is valid until LADBS RR-25783,Florida.FL15228 10/31/2021 Version 20.20.044 Powered by i&trust'° CSD ER. I Client Dale: 6/5/2020 Page 1 of 2 ® Project: Input by: isDesign Address: Job Marne. 2759 Project#: BEAM 5 LP-LVL 29O0Fb-2.0E 1.750" X 20.000" 3-Ply - PASSED Level:Level 7 ah` 5 .. 9 � tiinummeinustatium Inuit II, 1 SPF 2 SPF 20'2" / /—/ 5 / 1/4' 20'2" Member Information Reactions UNPATTERNED lb(Uplift) Type Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 4044 4089 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 7179 8543 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100"F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 5.500" 66% 4089/4044 8133 L D+L 2-SPF 7.250" 97% 8543/7179 15722 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 61353 ft-lb 13'6" 81776 ft-lb 0.750(75%) D+L L Shear 13007 lb 17'11 5/8" 1995O lb 0.652(65%)D+L L LL Dell inch 0.240(L/961) 10'5 9/16" 0.481(L/480) 0.500(50%)L L TL Deft inch 0.591(U391) 10'9 15/16" 0.962(L/240) 0.610(61%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.350",Long Term=0.525" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturers details. 5 Top loads must be supported equally by all plies. 6 Top must be laterally braced at a maximum of 4'3/8"o.c. 7 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 6-6-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Part.Uniform 0-0-0 to 13-6-0 2-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 3 Point 13-6-0 Top 6O27 lb 0 lb 0 lb 0 lb 0 lb GIRDER Bearing Length 0-3-8 4 Pan.Uniform 13-6-0 to 20-2-0 20-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF 5 Point 13-6-0 Near Face 511 lb 0 lb 0 lb 0 lb 0 lb LVL 6 Part.Uniform 13-6-0 to 20-2-0 Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL Continued on page 2... Manufacturer Info Notes Tinscomponent analysis5 based on the leads, Louisiana-Pacific Corp seomaay and emer conampns as eme.ea ny m." 414 Union Street,Suite 2000 ene rsatl In mis ropprt.Tne user Is espansideam me accuracy of me input am me apprcash is Nashville.TN 37219 ensure p u.i mna'ncns or me awcmre mr wnicn m5 (888)620-0325 mmponem is mrenaee.finis anains 5 voile uMy mr me www Ipcorp corn pradud u.tm_ APA PR-L280,ICC-ES:ESR-2403, capvrsnt sms an nsrvn razamaa nr rouai,na Paanc This design is valid anti LADES'RR-257B3,Ronda:FL15228 c"gyp.n a u"ion s sm><soap.wanv,oa,lry nr s 10/31/2021 Version 20.20.044 Powered by istrud'u rC D I.,Fgrpcs J ssrc Client: Date: 6/5/2020 Page 2 of 2 Project: Input by: isDesign Address: Job Name 2759 Project ff. BEAM 5 LP-LVL 290OFb-2.0E 1.750" X 20.000" 3-Ply- PASSED Level:Level 7 1 Mill e5 " 641� 4 .3 em s 1 LPG e., rif rF- w 1,Bn 1 SPF 2 SPF 20'2" / H5114" 20'2" / ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.'15 Wst. 7 Part.Uniform 13-6-0 to 20-2-0 4-6-0 Near Face 15 PSF 30 PSF 0 PSF 0nd PSF1.6 Con 0 PSF1.25 GAR.Comments ROOF Self Weight 30 PLF Notes Manufacturer Info Thie aompon.nt amps. is based on the Bade, Louisiana-Pacific Corp ueomeoy and other conditon.as entered by the a er 414 Union Street,Suite 2000 aria hated in this report.me rise'rs'eV..ime6m w.adi acwacy ar the inoutand the of whIcary m Nashville,TN 37219 m.aauai tne contende or me.esis is rm reniar mid (888)820-0325 omponent is intended.This analYais is valb only log IM1e eroddn iiu.a. www.lpR-L28orn cory000e rots nu dahts resened by tauivana Panto APA:PR-L280,ICC-ES:ESR-2403, Lem 414 union St suite moo.nasnvme TN axes This design invalid until LADBS:RR-25783,Florida:FL15228 10131/2021 CSD I Version 2020044 Powered by iStrucP° 'esc" In Client Date: 6/5/2020 Page 1 of 1 Project: Input by: isDesign Address: Job Name: 2759 °"` Project#: BEAM 6 LP-LVL 2900Fb-2.0E 1.750" X 11.875" 2-Ply - PASSED Level:Level (I t 1111111110111111111111111 t; 2 _ {r{ . - 3}3}$}j , i11 1§ S l: �3I A EI rvi nN i b . 4: 1,,, A T� t�l rtrut) .1< - 11 N 11 7/8" 1 SPF 2 SPF I I 10' I 't "i31/2" 10' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 2300 922 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2300 922 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length d 1-SPF 4.500" Cap.48% Rea 92212300D/LIb Total 3222 LLd.Case DLd.+LComb. 2-SPF 4.500` 48% 922 12300 3222 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7079 ft-lb 5' 19902 ft-lb 0.356(36%)D+L L Shear 3009 lb 1'3 5/8" 7897 lb 0.381(38%)D+L L LL Defl inch 0.096(L/1174) 5' 0.234(L/480) 0.410(41%)L L TL Deftinch 0.134(L/838) 5' 0.469(L/240) 0.290(29%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.038 Long Term=0.058" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturers details. 5 Top braced at bearings. 6 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 5-6-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Uniform 6-0-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Self Weight 12 PLF Notes Manufacturer Info n,a a"mvo"."e ="+hsiz ,s e...a o" m. m.d. Louisiana-Padfic Corp s..m.tn."a.m.,c.m,n.us,.."o.,.a uv the u., �..v""sia.zw 414 Union Street,Suite 2000 r.u i=.-....., ,., m m."v"tam m.avvli�a 1. Nashville,TN 37219 m.w,.wnl.."de;" m m. .orya—m,wmm� 00. (888)820-0325 - wmv.�.m.mw.a.a. m,m. wm�msled. wvne.lPR-L2com c.pyn&m m1s nr dsm.r.un.a nr L.asana win� APA:PR-L280, 83,Flo'.ESR-2403, c.P.na um.�st sin.zoao. ..nmo.TN arras This design is valid until LADES:RR-25783,Florida:FL15228 1013112021 CSDI Verson 20.20 044 Powered by iStrucl'" ER. &i{£T Client: Date: 6/5/2020 Page 1 of 1 " ° Project: Input by: isDesign Address Job Name 2759 Project#: H1 LP-LVL 2900Fb-2.0E 1.750" X 9.500" 2-Ply - PASSED Level:Level 111/1•11111i rj 1 • , A 1 ? I gi H.i z I, I r�, ��r , i ti rfl�r !,;r1 LP ' T .i 9 1/2' Mal. . ,z a .n.za^ 1 SPF 2 SPF fh 13 1/2" / 8'8" Member Information Reactions UNPATTERNED lb(Uplift) Type. Girder Application: Floor Brg Live Dead Snow Wnd Const Plies, 2 Design Method: ASD 1 2600 1341 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2600 1341 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<-100°F Bearings Bearing Length Cap. React DILs lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 76% 1341 12600 3941 L D+L 2-SPF 3.500" 76% 1341/2600 3941 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7660 ft-lb 4'4" 13057 f[-lb 0.587(59%)D+L L Shear 3013 lb 7'73/4" 6318 lb 0.477(48%)D+L L LL Dellinch 0.140(L/703) 4'4 1/16" 0.205(L/480) 0.680(68%)L L TL Defl inch 0.212(L/464) 4'4 1/16" 0.410(L/240) 0.520(52%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.072",Long Term=0.108" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1 Uniform 20-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF1.25 UPPER ROOFComments Self Weight 10 PLF Notes Manufacturer Info rn'e Component analyss is eases an me ipaas. Louisiana-Pacific Corp genmevy and emer conam<pa as mama ey m<user 414 Union Street,Suite 2000 .ne iierea in mie repnrz.iris uaer a respenvme�o Nashville,TN 37219 e me mw efarecy ap bili of me input end the plicaty ro mei intend m me : e ro .mmn m�e (888) 25 w "entiz�mene.e.m�<aneiya�e."ens"nq mr me www Ipcorp.carp.cam APApoaad natea. cepyrlsirc m1s riff esmz rezervea yr "az�a"a paom� -2403, c"rp.u a um"n sr s"e.xeeo.rvaanwua.Try oar s P C ES LADBS:RP-25783,Florida:FL152 28 This design is valid until 10/31/2021 I C Version 20.20.044 Powered by ittrustro SD zanw# J .rs16 Client: Dale: 6/5/2020 Page 1 of 2 ' Project: Input by: isDesign Address: Job Name: 2759 Project#: H2 LP-LVL 2900Fb-2.0E 1.750" X 11.250" 3-Ply - PASSED Level:Level 4 ] 7 .tainatmt It 5 , 1 . 3 $ g 0 .- 1 iiii�i i n itiiiiEl� _ a P '. --,- Lp r I. 9 11 14" `k+ --..wkg A"i f 1i::sc11 , 1 SPF 2 SPF Iy 10'8" /5 1/4" 10'8" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 2920 6550 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 3907 5539 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 6.500' 65% 6550 12920 9470 L D+L 2-SPF 6.500" 65% 5539/3907 9446 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 14477 fl-lb 6'5 1/2" 28034 ft-lb 0.516(52%)D+L L Shear 7235 lb 9'3" 11222 lb 0.645(64%)D+L I. LL Defl inch 0.099(L/1175) 5'4 15/16" 0.243(L/480) 0.410(41%)L L TL Dell inch 0.227(L/513) 5'7 1/2" 0.485(L/240) 0.470(47%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and al interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.128",Long Term=0.192" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top loads must be supported equally by all plies. 6 Top braced at beatings. 7 Bottom braced at bearings. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 8-6-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR 2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF 3 Uniform 5-0-0 Near Face 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF PATIO ROOF 4 Part.Uniform 0-0-0 to0-4-0 20-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF UPPER ROOF 5 Point 0-4-0 Top 3941 lb 0 lb 0 lb 0 lb 0 lb HEADER Bearing Length 0-3-8 6 Point 8-4-0 Top 3941 lb 0 lb 0 lb 0 lb 0 lb HEADER Continued on page 2... Notes Manufacturer Info nea epnpon.oe analysa a m.ed ,n me °ads Louisiana-PaCte Corp aeoma i ana ome.ao�eeona a.enra,"e ev m. :.� 414 Union Street,Suite 2000 and Bared in Mis rep 11 Tne umr is esynsble ra me me aoar.�y or me Inpal and me or arose m Nashville,TN 37219 (888)me aow.l�onaieona or me:rtuome mr.,n,m m: -0325 www.pc82orp.co �ampan.m ie in�end.a.Tra a..aivaia:.ara onp ra me www.lpeory.eom pmean woad. APA:PR-L280,ICC-ES:ESR-2403, Capyngbr 2(1r9 NI sBM1a reurne by Louisiana Paufic cnR.aia wmn sr suaa�000.rvasnvixe.rn a7ve This design is veld until LADBS',RR-25783,Florida:FL15228 10/31/2021 Version 2020044 Powered by IStruct", CSD I RAW es:o' Client: Date: 6/5/2020 Page 2 of 2 • Project: Input by: isDesign Address: Job Name: 2759 Project#: H2 LP-LVL 2900Fb-2.0E 1.750" X 11.250" 3-Ply - PASSED Level:Level 4 ] 1111111111 7 Hilkingi 5 1■1 3 111111111111IIII 6 1111111111111111111111 1 _ t fir„ ■ ■ 11111111111111111111111 i ■ a / LP LP LP M N R 11 /4" 1 SPF 2 SPF 10'8" 10'6" t "� 'f51/4" ...Continued from page 1 ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments Bearing Length 0-3-8 7 Part.Uniform 8-4-0 to 10-8-0 20-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF UPPER ROOF Self Weight 17 PLF Manufacturer Info Notes rn� =omssnan snayaa �s eased on m. odds. Louisiana-Pacific Corp a."n-or and ome.=anaoons ae em..m cr me"�. 414 Union Street,Suite 2000 and ta�aa "mm,apse.m.ose, . espon:ia.to wre me axsasv sr ma input and d,.app�=aca�ry n Nashville,TN 37219 (888)8e acrwl conaia=ns m u,e anssm,.I0 w,�m nie (888) 20-0325 wmponenros intended,T un analyse s valid snip roe me www.lpcorp.com ersauc+uz+ee. APA'.PR-L280,ICC-ES'.ESR-2403, rsprnsn+xa+a ae dyne ena.red er�sme�ana padnc This design is valid untilLADBS:RR-25783,Florida:FL15228 csP.a+a a"ro"s swia zoos.nasmnie.rn ants 1013112021 Version 20.20.044 Powered by iStrucl'" CSD I z``.a p J..-.....ryN QS:-. Ly -1 Y be'..Sx 40'-0" 1 1- 18'-0" 1 14'-0' B'-0• JUN 1 2320 i TY Cat-,, : _3 , . .: o I _I. m I1 a a'1 i m I I I 1 I, .112 � __ / 0 0 Q -; S \ 2 IUdb6 /8;1 HUMB:i2 :12 y IS LU'24 W.Lii (3)8 c v / fl` �13 :12 1 c� !I iQn LL .1I rI b H1 24 8'-10" i 12'-0" 'IN" 6'-10" 1 20'-2" 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 06/10/20 PLACEMENT RUSS CALCULATIREFER ONS AND PROJECT TITLE' ENGINEERED STRUCTURAL REVISION-I DRAWINGS S FOR ALL FURTHERPacifi \ umb59TONEBRIDGE RVISION-2: TO TRUSS CONNECTIONS BUILDING404A ! J-2759 CHECKED BY: DESIGNERIENGINEER OF RECORD TO C O M PA NY DELIVERY LOCATION: SCALE: REVISION-3r DESIGNS PRIRIS OR TO CONSTRUCTION. - 0. - 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-2759 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K7858151 thru K7858I72 My license renewal date for the state of Oregon is December 31,2021. pen � NGP F9�f^�9 89200PE 4fOREGONv./� ✓� 4y14 2 ' P. June 10,2020 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by Op LIMBER SPECIFICATIONS' TRUSS SPAN 10'- 0.0" IBC 2018 MAX MEMBER FORCES 4W13/D0F/Cq=1.00 ' Ti,: 2x4 RODE a:uRTA LOAD DURATION INCREASE = 1.15 1-3s( 0) 27 2-5=(-194) 689 2-31-673) 85 RC: 2x4 KDDF B16ETR SPACED 24.0" O.C. 2-3-(-213) FOB 5-6=(-199) 681 5-3=1 01 22!I WEBS: 2x4 RODE STAND 3-4=1 -55) 49 J-6-1-725r 189 LOADING 6-4-1-140) 69 TC LATERAL SUPPORT <- 13"0C. DOH. IL) 35.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF En LATERAL SUPPORT <- 12"0C. DON. DI. ON BOTTOM CHORD - ID.0 PSF BEARING MAX VERT MAX PURR BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS .SIZE SQ,IN. (SPECIES) OVERHANGS: 11.0" 0.0" 0'- 0.0" -50/ 544ti -26/ 74H 3.50" 0.87 KDDF ( 6251 Snow: ASCE 7-16, 25 PSF Roof Snow(Psl 10'- O,0" -50/ 42DV 0/ OH 5.50" 0.67 KDDF ( 625) Cs=I, Ce=1, Ct=1.1, 1=1 M-1.5x4 or equal a. non-structural vertical members loon:^ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett 5-osfl uo ii£t at 29 onacino. REQUIREMENTS OF IBC 2019 AND IRC 2018 NOT BEING MET. Oe VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTCM CHORD CHECKED FOR 10PGP LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- C.O. Allowed = 0.103" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL REEL = -0.003" @ -1'- C.O. Allowed - 0,1310 MAX LL DEFL - -0.017" @ 4'- 11.6" Allowed = 0.463" MAX TL SOIL = -0.029" @ 9'- 10.3" Allowed = 0.617' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - O.DES" @ 9'- 8.5" 5-00 5-00 MAX HORIZ. TL DEFL = 0.008" @ St- 8.5" 12 Design conforms to main windforce-resisting 3.00 system and components and cladding criteria. Wind: 120 mph, h=15ft, T'CUL=4.2,BCDL-6.0, ASCE 7-16, M-1.5X3 (All Heights), Enclosed/Pr. Open, cat._, Exp.B, MWFRS(Dir), DOL=1.6, 8-45£t, L=1Dft, E=4£t, Gable/Hip, Common, End verticalls) are exposed to wind, M-3x6 / Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-3x8 M-3x6 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade a, structural top chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are 0 permissible an inlet board areas only. M-1,5x3 ` en T coo 2 S X6 M-3x6 M-1.5x3 M-3x4 y 4-10-04 5-01-12 y .1 Y' PR°Pen 1-00 10-DC ��~0 �NGINEfi9 s/0�- 89200PE ` JOB NAME : J-2759 STONE BRIDGE - Al Scale: 0.462D ✓`-'-` WARNINGS: GENERAL NOTES, IMaae Omerveee noted: I I,Buikkrn.e,edien wnlrad0r should be advised or al General Soles I.This d5e65 a based onN upon me parameters shows and is IS,an individual 9 OREGON Z 4 Truss: Al and Warnings Oeb N,L re conGlbn co Wields ds component Appirabdlty of design parameters and propel 4, AI 2.2v4 COMpreSen webbrachnp me ha insllled*M •. m ,e shownreporalion el component lade respbnsibility oltbe banns designer. O` ].Additional lemWnry bracing to irmure Nabipry tlwing wnsl,uclnn 2.Desgn assumes the lop and bottom&greets be laterally braced al /O -1Y 14 2 P�' Is tale red ors biA er Me eRCIq.Additional permanent nl bracing of 2'O.e.andseeeo 4 respeIINey Une s heated throughout length by M p N per p conlnuo MI.111Np such as plywood II mip(rt) rig, dry IIBCn GATE: 6/10/2020 me overallseucmre is the responsibility come oonNiN,all,M1er. a.A Impact digging or lateral brawny required where shown•• '11", SE K7658151 4.NO lead aneda be applieem any vomooneot ills umg deer alleateing and s.IP9rnnan an cusses era re bedllly GN in,flelprpeOtNeeNNON,environment, rr Q. fasteners ae complete areal no lime should any loads greater Iran a ass [lesion loaes oea LM to etc aetr and are tor Wrymndees.of use. TRANS ID: LINK 5.O uTrushaa ppcommlocalanLaasumaslwrea Derra assumes armgalagabpp supports p Iran or wedge if RENEWAL DATE:12-31-2021 vmmbrM mribe wry um tatisd design is shipment and rnslelblian of Semponent.. ],Deagn assume s adequate eon rose k provided. June .1 Of•]O•]O B.Thor desgnla furnished 50d sub)ecl to mnebmsahmu set Farm by S.slatesahall be healed onbolh races o11russ.and placed so their center J L L TPeMTtAIn BC51.copes el which di be lumisHd bOan rogues, lines coincide with joint center lines, 9.Digits indicate See of plate In Moines. MiTek USA.IncteompuTrua Software T.]0.SP3(il)-E steer bask connector plate design values see ESR-IBII,ESR-1888(MiTale This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2019 MAX MEMBER FORCES 4WR./DDF/Cq=1.00 • TC: 2x4 IOW' 416RTR LOAD DURATION INCREASE= 1.15 1-2=1 0) 27 2-6=1-1971 656 2-3=(-634) 150 K. 2x4 RDDF I16B^R SPACED 24.0" O.C. 2-3=( -36) 155 6-1=(-2O2) 648 6-4=( 01 226 WEBS: 2x4 ROOF STAND 3-4=(-696) 122 4-7=1-9911 193 LOADING 4-5=( -52) 51 7-5=1-1531 69 TC LATERAL SUPPORT <= 12"OC. USN. LL( 25.0)•01( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <- 12"0C. VON. DI, ON BOTTOM CHORD - 10.0 PSI' TOTAL LOAD = 42.0 POE BEARING MAX VERT MAK HORS BRG REQUIRED RAG AREA LETINS: 2-00-U0 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) snow: ASCE 7-16, 25 POP Roof Snow(Ps) 0'- 0.0" -50/ 544V -26/ 74H 3.50" 0.97 (MIN' ( 6225) OVERHANGS: 12.0. 0.0" Cs71, Ce=1, Ct=1.1, 1=1 10'- 0.0" -50/ 42DV D/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2018 AND IRC 2019 NOT BEING MET. FOND 2: Design checked for_net(-5 psft uplift at 24 "oO spaC)ng, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/24D. TL-L/:6U AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = U.103" MAX TL DEFL = -0.UU3" @ -1'- U.0" Allowed = 0.133" MAX LL DEFL = -0.021" @ 4'- 10.3" Allowed = 0.463. MAX TL DEFL = -0.036" @ 4'- 10.3" Allowed - 0.617" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFL - 0.005" @ 9'- 8.5" MAX HORIZ. TL DEFI. = 0.008" @ 9'- 8.5. 1-11-08 3-00-08 5-00 '1 T I Design conforms to Ivol➢ windforce-rasisti ng 12 system and components and cladding criteria. 3.0D Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-1.5x3 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), D01.=1.6, E-45£t, L=loft, E=4ft, Gable/Hip, Common, -/ End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ev 0 M-3x9 ` m o y 6 •• M-3x6 M-1.5x3 M-3x4 . 1 l 4-10-04 5-01-12 oc 10-00 �C��NGPN F oio 9200P N JOB NAME : J-2759 STONE BRIDGE - A2 D.462D /�► Scale:WARNINGS: GENERAL NOTES. unless°themes noted: �] 1.Balser and ereaile COMMON should Le advised stall General Notes I.IDla Sesgn is based only upon line parameters shown and is for en indvidual �OREGON A L�� Truss: A2 and Warnings before rnlmcbon commences. buldrg;eep rc aeeAppkabllh an oldeugn parameters d proper R a` ].Port compression web bracing must be itOaled where doom. incorporation el component reapnnsfucy of the building dapper. a.AaamonaI n'nonraeE bracing to mouse Hob Oy during construction A Design assumes me by and bottom chords to be laterally braced al /O 4 Y 14,'Z� Is the mppmibillN of Me erector.AaaltionalPvraeev bracing of To.c.and al ea os.respectively unless braced tnr0'gnool then length by v. �P DATE: 6/10/2020 meenea:whimrem me responsibility oneemlam continuous sheathing such as plywood slwatrequired ng(TG)anm°rarywauteul. pons� ho gdesOener. 3.Pa Impact briagng or lateral bracing required where shown'• E��1 S EQ. : K7858152 4.No load wpen be applied to any component until aloe ad bracing and 4.ie Installation oftrui�sme New Bt,aadm.erantoraineemaon^^nem. l=• fasteners are complete and at no We should any loads greater than an assumes deal nloa as be spotted any: and are.nary codtseas'ofuse TRANS ID: LINK 9 pp foal rent 6.Design assumes lullbearingatall supports shown.Shim or wedge d RENEWAL DATE:12=31=2021 5.CompuTrre has no control over and assumes no resppns0nlby tor the rosrab5 handling.shipment and lnemWrmn et components. 1.Design assumes adequate drainage is provided. 6.This design RUESt,hee'tined to Mel:betions set forth by N.plates shall.108E le on both laces°limes.and placed.°their center June 10,2020 Tp4MTCAIn SCSI.copies of which shot be lurolanea upon request. lugs coincide won plm center urns. 9.Oiga%it:inale sha of plate in molten. Mirak USA,Inc.ICompUTrus Software].i.05P3(1L}E 10.For bade connector plate desgnvalues see 88R81311.ESP-1988(Wea9 This design prepared from computer input by SP LUMBER SprCSFrCFTIOnS TRUSS SPAN 6'- 0.0" !COND. 2: Design checked for net)-5 psf) uplift at 24 "c_ spacing. TC: 274 RODE 810BTR LOAD DURATION INCREASE = 1.15 DC: 274 RODE 41813TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding Criteria. TC LATERAL SUPPORT <= 1T"0C. ION. LOADING RC LATERAL SUPPORT Co 12.0C. DON. LL( 25.0)111.LI 7.D) ON TOP CHORD = 32.0 Par' Wind: 120 mph, h=l5ft, TCDL=4.2,8CDL=6.0, ASCE 7-16, DL ON BOTTOM CHORD - 10.0 PSF (A11 Heights), Enclosed/Pr. Open, Cat 2, Enp.B, MWFRS)Dir) TOTAL LOAD = 42.0 PSF 0OL=1.6, B-45ft, L=6ft, E=4ft, Gable/Hip, Common, If .or hanger specs. - see approved plans Truss designed fot wind loads Snow: ASCE 7-16, 25 PSF Reef Snow(Ps) an the plane of the truss only. Cs=1, Ce=., Ctel.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outicokee truss. Upper Cop chords require same material REQUIREMENTS OF IBC 201E AND IRC 2018 NC'T BEING MET. as structural tap chord. Connect with M-376 man typical 36"oc loon). BOTTOM CHORD CHECKED FOR lIPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Fable end truss on continuous bearing wall JON. -182 or equal typical at stud verticals. efer to CompuTrus gable end detail for pmplete specifications. 12 3.00 v M-3x6+/2' O � I M-3x6+ f ' o F /////1i////i//iiiiiiiii//i//iiiiiiiii/i/iiiiii� 3 4 A A 1-00 6-00 ,i1/40) PR ace �cc5 �NGIN€F9 io 89200PE JOB NAME : J-2759 STONE BRIDGE - Bl Scale: 0.714'2 WARNINGS: GENERAL NOTES, unless otnerMs noise 1,Buikter and met...earache should b di tlIll General Notes 1.Thrs tlsg -E E onlypo lhe parameters&lawn andl Tel anedv'dual Truss: Si and Warnings before constructionbuilding component.Applmandly oftl g parameters d p per ''II.. 1.➢e p bb a must Pa t Ihd Mete n incorporation Icomponent Me apo 41ry Ica building designer. OREGON W4 3.PtlU1 1temperer,bracing - stability d a t r P D sly thetop W b n chordsI b Were!,braced al is lM1 b Of tl .Pdditi d f 3 and Ito sp r N k n tlthroughoutlMr length b/ p oIIN p bracing t m Inns n *wore n to g(TO) dryvmuleOl GAO� }/14 2Q� DATE: 6/10/202C the ,a1larurnne fs Me responsible,of the balding ae Ygner. a.z.Impact brawny lateral raw,ed where sham., 4 T1 O.No load mould be applies to any component until ante all bracing and 4,Installation onruss nine ftellonsf of feepeeM1mcennacmr. Ate. I �` SEQ. : K7858153 fasteners.,amplete and al no not should any loam greater Men 5.Design assumes trusses are to be used a rentiarrosive environment '✓/�.�jp�� TRANS ID: LINK design lose.be sorbed to ore eomponem_ a.o�s8eanswbn�condition" Inn xan�f.�enw �lfl e.GampuTus tag to caMml over and assumes no responstbllly be In ugh a ppona shown.she or wedge a ary n fabrication,handling,element and matalhtmn of components. y.Deslamassumes adequate drainage Is prwNed. RENEWAL 1.1ATE:12-31-2021 6.This design is rurmaned Melee me fmuarons set forth re d.FNtee shall be located on both Aces PI truss.end placed so tiler enter TPNMCA In BCSI.copies of which mil be furnished uponleaned. ins“5541511.011 pint Im es es. a, e,aselaate nee of este m melts. June 10,2020 %Tel,USA,InorCompurros Software]0.) 5P3(ILF F E IA For bask...tor plate demon values see ESP-tat I.ESP-1988(MUM This design prepared from computer input by J2 LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" FOND. 2: Design checked fox net(-5 psf) unlift at 24 "oc spacing. CC, 2E4 KDDF 8:62ic LOAD DURATION INCREASE - 1.15 BC: 2x4 DE 240UF SPACED 29.0" 0,0. Design conforms to main windforce-resisting • system and components and cladding criteria. 1'C LATERAL sUPPORT <- 12"O0. CON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LIT '5.0)+EL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 120 mph, h=22.lft, TCDL-4.2,BCD1=6.0, ASCE 7-16, UL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed/Pr. Open, Gat.2, Exp.B, MWFRS(D_t), TOTAL LOAD = 42.0 PSF DOL=1.6, B=45ft, 1=9Dft, E79£t, Gable/Hip, Common, Unbalanced live loads have been Truss designed for wind loads tuns idered for this design. Snow ASCE 7-16, 25 PSF Roof Snow(Ps) in the plane of. the trues only. Cs=1, Ce71, Ct=1.1, 1=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Nate: Outlooket truss. Upper top <bards require same material REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ern ucturel top chord. Connect with M-SEC man typical 36"oc (uon)- BOTTOM CHORD CHECKED FOR _OFSi• LIVE LOAD. TOP - - - - • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss en continuous bearing wall VON. i v,_Ix2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-00 19-09 r 1' T 13-04 6—IN 6-07-06 13-01-10 12 12 4.00 ° I Ind- x4 a 4.00 M-3x6(S) M-3x6(5)+ FI-3x6(S1+ M-3x6(5) M-3x6+ j M-3x6+ -� L - o co M-3x6(5) Q F� f� s ,1 �� GIN4F9, i��v 1-00 39-09 921OP 8 JOB NAME : J-2759 STONE BRIDGE — Cl f Scale; C,218E , WARNINGS: GENERAL NOTES, unless 46 tithe pse holed 1.RudderWarneunnnor monatrucrannc be aaviwtl el WI General Nobs I.This dingc comgn is ponent. Applicability ucaontno peawnp r Mown ster and i and propenlMWldual T Yl15S: Cl and coieon we bracing mntbe,rdces. !wadinggcpmpof componentstholspsl000d0 ortersrOe'ego,1oper //,,.. 2.got compressionaIIeTwen ennrg must be imWaed where shown. Design assumes Me lap C atnerrn cgerdS Dyer Oenuearaed igmar. Off) OREGON W a.4MuionetemPomry manna to Insure stability eunng conseucion 2.Design assumes Me loPaM Warn tlaras le dl blenlN braced atlength / is the reaponuoiliry of the erector.Additional permanent tractr9 0l 2'oc end at ltl c.c.resRctNeg unless braced throughout their length by DATE, b/10/20LD isthe rran 9euclmetfthe re tin al pemlam ocmiwoussheathing such as plywood eroatnng(rcl enter drv`wltael. L/O�' 14, ,flo� ± the pare Ny or g Designer. 3.3elmpact Widgtng ar hhral bracing pith.wherelnnvs.• Y L fl. a.No load should be applied b any component until age(all bracingend 4.Inetallalion al Irmo is es reo en**Ogre reapeclere contractor. q� SEQ. : K7858154 'Menem ere complete and at no lime mould any leads greater roan s.Design assumes wade re b be used m a mnca•rosNe environment. '✓lC.p�"� TRANS ID: LINK sedan loads be applied any somponent. D.and for docondition.'h mljoi supports shown soon or I /l 5.eampuiraaties no control over and assumes no reopenelellltylorine necessary, es bearing et euppo aei sans Iabricanon.handling,ebipment and installation of ],componento Design assumes adequate drainage is provded. O.,nadesiniSfurnishedaobledmtheemiteeaneeettaaFby PlelesanallW located an both faces or Dow cod pieced sotnercenter RENEWAL DATE 12-31-2021 TEtwrca in Best,comes et wore,me ee mrn,shea upon request goes wmcae wtnpml confer goes. a.Dogs indicate osereneopia design values June 10,2020 R1iTek USA ins./COMpUTrus Software].7.0.SP3(IL)-E to.For basic connector plate design values see E5R.1311.ESR-1988(Wel) This design prepared from computer input by • JP LUMBER. SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 • TC: 2x4 KDDF NOIBTR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 36 - 9=1-4581 3890 - 3=1-37571 3E5 7- 0=(-3703) 381 BC: 2x4 DE 2400E SPACED 24.0" 0.C. 2- 3=1 -5551 159 9-10=1-383) 3525 3- 9=1 -1541 187 WEBS: 2x4 FUN' STAND 3- 4=1-4100) 380 10-11=1-381) 3511 9- 4=( 0) 5E6 LOADING 4- 5=(-2842) 340 11- 8=(-442) 3793 4-10=(-1155) 183 TC LATERAL SUPPORT <= 12"0G. LON. LLI 25.0IHCL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2854) 344 ID- 5=1 -87) 1393 EC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 NSF 6- 7=1-4060) 376 10- 6=(-1120) 179 TOTAL LOAD = 42.0 PSF 7- 0-( -4951 156 6-11=( 0) 510 OVERHANGS: 12.0" O.0" 11- 7=( -91) 174 Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) Cs=1, de-1, Ct-1.1, I=1 BEARING MAX VERT MAX HORZ ERG RECUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -199/ 2080V -71/ /EH 5.50" 3.10 DE ( 670i REQUIREMENTS CF IBC 201E AND IRC 201B NOT BEING MET. 39'- 9.0" -195/ 2019V 0/ OH 5.50" 3.01 DE ( 670; BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I BUD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FDND. 2: Design checked_for nett-5 nsf'' uplift at 24 "oe. spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=5/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.297" @ 13'- 3.4" Allowed = 1.942" MAX TL UEOL = -0.459" 9 13'- 3.4" Allowed = 2.5E9. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOR12. LL DEFL = 0.096" @ 39'- 3.5" MAX HOER. TL DEFL = 0.151" @ 39'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.7ft, TCDL=4.2,18GOL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, CaL.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=40ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 20-00 19-09 in the plane of the truss only. 1 '( 1 6-05-15 6-10-01 6-08 6-09 6-08 6-05 12 12 4.40 " M-4x6 . 714.88 4.0" N.-5x8(S) 5 m`rr M-5x8(S) 0.25" 3.0" 0.25" M-4x6 M-4x6 i M-1.5x3� j -1.5x3 rn o iy __._.- _t_ 1 _r_ of 11 sy M-5x8 M i 4 M18HS 1yx85S) M-3t,u9 M-7x8 l y ‹C.a F SA l y 10-00 10-0D 30-00 9-09 y �� V 9 V 1-00 39-09 V 92 OP JOB NAME : J-2759 STONE BRIDGE - C2 Scale: 0.1563 -� WARNINGS GENERAL NOTES. N Ih 1 d-. Ci 1.a le e 1 nconu d sn ap advised ofal General Notes 1 This design-based N Po Ilse p t she n4 f WNaual y �OREGON �rll Truss: C2 and Wa -p titre co 1 1 encea buddingcomponent.Applicability Itl g p I proPer 1.34 p li bracing le metaled where shown•. incorporation Icomponent1 Ilse responsibility of the building designer. �] 3.PeGItemporarybra"® abillry ewlriB construction Z.Design thelop and bon chordsr p lah IN braced al _l Y d 20 P I the responslbilly of the erector.AdoMonal permanent bracing of conllnuousasnealhinOrsuuch es plywood sneathivaly unless en lTC)x Word glair sec)..gth /O "T) DATE: 6/10 2624 Ile overall structure is the raspendEibry enne building designer. 3.N Impact bridging or uteialbraebp required wnae shown..y"wulBq MFR R ILL 4.No be]should be avpbed to any component unlit alter all b2vlfQ and 4.m W theeta Malign Of trsl6 e responsibility al the iespec4 x,e ccnLtor. SEQ. : K7858155 lasloners are complete and al re time 5110uitliny loads greater than 5.Nelms assumes trusses are Iry ha used in a nonc0moswe environment, TRANS ID: LINK aes.gn loads be applied to any Comporrens e.p�w are m.condition" inn c.n of 5 Cempu*msMSnaudmloverandsesamesnoreepnndhll„lerthe re anppaeaeh< .5nimerweaged RENEWAL DATE:12 31 2021 fabrication hendhng,sh.pmem and installation olo0mponems. 7.oeHewnssuumes adequate drainage is provided, ,J tine 10,2020 6,This design is furnished wiped to the limldfuns set bnh by S.Plates shall be located on both does of buss.and placed so their center LPIMTCA to SCSL copies of wlmT T be furnished upon teepee. fires solnMe wall joint center lines. 9.Digits lydiue sire of plate in Inches. MITek USA.Inc.ICompurrus Software 2.7.0-SON ILBE 10.For bask connector pleb design values see ESR.IDn,ESN.rrae(Mask) This design prepared from computer input by • JP LUPINER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 201E MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TO: (2x9 NODE M1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 2T 2-5=(-211 28 2-3=1-259) 75 AC: 2u4 ROOF Sla0TR SPACED 24.0" O.C. 2-3=(-73) 220 4-5=1-180) 130 WEBS: 234 EDDF STAND 3-4=(-50) 43 LOADING IC LATERAL SUPPORT <- 12"0C. DON. LI( 25.010DL( 7.01 ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT CO 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED SAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 54.110. :0PEC_E5) LETINS: 2-O0-UU O-SR-OR 0'- a.0" -37/ 401V -16/ 48H 5.50" D.64 AIDE ) 625) Snow: ASCE 0-1E, 25 ESP Roof Snow(Ps) 6'- 0,0 -28/ 238V 0/ OH 5.50" D.35 HOOF ( 625) OVERH.ANGY: ]2.0" O.l" Cs-1, Ce=1, Ct-I.1, I=1 � LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL n.UND. 2: Design checked for nett-5 psf) uplift at 24 'o_ spacing. " For hanger spars. - See approved plans REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL /18O BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LI DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NOS-CONCURRENTLY. MAX IL DEFL = -0.003" @ - - 0.0" Allowed = 0.133" MAX LL DEFL = 0.094" @ - 10.6" Allowed = 0.259" MAX TL DEFL = -0.1U1" @ 11- 10.6" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-08 4-00-08 f f 1 MAX HORIZ. LL DEFL - 0.000" @ 5'- 12.3" .22 MAX HCRIZ. IL OREL - 0.000" @ 5'- 15.3" 3.00 P Design conforms to main rndforce-Res ieti ng system and components and cladding criteria. Wind: 120 mph, h=15ft, TCDL=4.2,BCOL-6.0. ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.b, MWFRSIDir), M-1.5x3 DOL=1.6, B=45ft. L-Eft, E=4Yt, Gable/Hip, Common, End vertically) a exposed to wind, Truss designed for wind loads in the plane cf the truss only. M-3x4 N O N f t' 9 0 O f y 2 •' 3 M-3x6 M-1.5x3 • I l 1 6 1-00 6-00 tsikEO PROF,s �,I,c? ,..NGINF9 dj0�9 / 89200PE JOB NAME : J-2759 STONE BRIDGE - B2 Seale: 0.6012 • WARNINGS: GENERAL NOTES, unless°Remise Soled. 0 I.Bulkier and eredmm contractor should teamkmorel General ienea I.nlisaesign16 bawd only upon Repetametera shown and e roe anOMSiWel OREGON <U Truss: 82 j and Warrvnga before mwrecilon commences. bulking component.Appllwbnay of design parameleee and proper z b<campNOO web brad IDcerporabon omomponent is me easpo"sidlily of Re buntline deugne,. ,- A glee g mean be installed pater.aMwn.. 2.Design assumes the top and bottom chords to be laterally braced al �/O 4/ 1A 20` a41 ].Ad le cat temporary basing k insure stabilih tlunnp mnsbucban z me.one al tP e.c.reapeclrvery unless braced lbeou0Mul Moir length by Y 1 �`^ is the respons0Nih oetre erector.Aeairoral permanent bracing el continuoub,,dgehing sect as plywood u,,udo 0Rtl aMrur dryeneNRO). !!--as DATE: 6/10/2020 nee oveaualeudwe'iSMeresponsAAllyofMe building designee. ].b Impact bridgingoruRralbracingragweedwhere Ovum•• �}YRiI.L a.No bad cheek Msppliea le m.,Lumpunent Gehl eater all bracing end el.Insulation°NNeussl me reaooncmney el me respective ca"bacmr. a 1a f� SEQ. : K7858156 Redcoats ere complete and ae no erne should any loads°realer man s.Design assume busses are lobe used in a nm.comp*environment aryl are OMAN con tea°n lases be applied to any component. anbn'of use. TRANS ID: LINK mppT.anaa ronbplpe.eadaaanmeynprea I [melon assumes Mlbearingatan ', Ledge RENEWAL DATE:12-31-2021 5. ponsebAN kr Intl 2 abnwlbn,nartllg.ennmenr end installation nl components. >.DesiHgn assumes adeyuale da,nage lapmvmaa. June 1Q202� U.This demon IS UMW-ad RANG m me limnabons eel loan by 9.Pads Shen be lCcated bn Both faces of truss,and plawd so Men center TplWfCA in SCSI copies of Arkin will be Remelted uponrequesl. lines Coined.wbtpint center Ines. 9.Digas Irgicate sire of plate in inches. MITsk USA,Inc ICompeTrus Software]7.0-SP3(1L)-E ID.Fen basic monocle,plats design values see ESR.1Jt1.ESR.I000 INTRO This design prepared from computer input by e Op LIMPER SPECIFICATIONS TRUSS SPAN 90'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.03 TC: 2x4 ROOF 141613TR LOAD DURATION INCREASE = 1.15 1- 2-( 0 36 2-10=(-507) 3950 2- 3=(-3815) 457 DC: 2r.4 DR 2401JF SPACED 24.0" S.C. 2- 3=( -558 185 13-11=(-429) 3594 3-10=1 -152) 186 WEBS: 2x4 RUDE STAND 3- 9=(-41Y6 539 11-12=(-439) 3557 10- 4=( 0) 561 LOADING 4- 5=(-2898 482 12- 8=(-520) 3888 4-11=1-1177) 232 TC LATERAL SUPPORT <= 12"OC. EON. IL) 25.01+DL( 7.0) ON TOP CHORD 32.0 REF 5- 6-1-2677 476 11- 5=1 -134) 1418 BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD - 10.0 POE 6- 7=1-4128 592 11- 6=1-1155) 233 TOTAL LEAD = 42.0 PEE 7- 8=1 -558 377 6-12=( 0) 546 OVERHANGS: 12.0" 24,0" 8- 9=1 0 72 12- T ( -152) 186 Snow: ASCE 7-16, 25 POE Roof snow(Ps) 7- 8=(-3952) 532 Cs=1, Ce=l, Ct=l.1, I=1 BEARING MAX VERT MAX HORZ SRC REQUIRED ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OP ISO 2018 AND IRO 2018 NOT BEING MET. 0'- 0.0" -200/ 2105V -80/ 76H 5.50" 3.14 OF : 6701 I 90'- 0.0" -200/ 2165V 0/ OH 5.50" 3.23 OF ( 670) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTL Y. I_ g.OND. 2: Design checYed for net1-5 Osf1 uGift at 24 sp acing,___I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed 0.100" MAX TL DEFL = -0.003" @ -1'- CO. " Allowed = 0.133" MAX LL DEFL - -0.309" @ 13'- 3.9" Allowed = 1.954" MAX TL DEFL = -0.476" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.20a" MAX TL DEFL - -0.041" @ 92.- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX 110RI Z. LL DEFL = 0.100" a 39'- 6.5" - MAX HOPI2. TL DEFL = 0.155" @ 351- 6.5" Design conforms to main wind force-resisting system and components and cladding criteria. Wind: 120 mph, h=22.7ft. TCDL=4.2,BCDL-6.0, ASCE 7-1E, (All Heights), Enclosed/Fr. Open, Cat.2, Exp.B, M5FRS(Dirt, DOL=1.6, 8=45ft, L=40ft, E=9ft, Gable/Hip, Common, 20-00 20-0D Truss designed for wind loads '1 T f in the plane of the truss only. 6-05-15 6-10-01 6-08 4 6-08 6-08 1 6-08 12 12 4.00 M-4x6 Q 4.00 4.0" M-5x6(S) s dm' M-5x8(S) L'� 0.2 3.(30. 0.25"0 w rr M-9x6 M-4x6 '1°1111r: IPP''-' M-1,5x3 III • 1,5x3 • t_ Ales MA o 2; 3 0 32 s `�(_1{ PR° e° -Sx.6 M-3x9 0.25" M-3x4 M-5x6 `/ yV l- J.L to-Do .1 10-00 Mlexs-. Is) 10-00 b 10-00 y 4 ? \ NGI EF9 cSb19 1-00 40-00 2-00 9200P JOB NAME : J-2759 STONE BRIDGE - C3 Scale: 0.1447 • WARNINGS GENERAL Bales Ness otherwise noted: 10 I.Bola M rshouldbadvisedof all General Nolea I This design-based My p to parameters shownand le Mr an ndoiaual OREGON p �� Truss: C3 aneWarnings w o a' bulldog component.Applicability la re w d proper Va 2,lv4 compression webbr roust be'Walled where shown• 1 Icomponent1 IF p °lily tN building desgner. 3.4ddlonal temporary b,ac ng to nsure stases,during construction 2.Design M I ce tlb B chords beill laterally braced at is Me cos onalnlnry ameerccmr.Aadiaanal penman u"brads I ra.a.and alto as unless respectively ans braced throughouLher le ge,by /O '1Y 14 r n�o {y p ea mnmussrealN uonpsachac plYwnoaadaalhlrg(r0)wornarymgaq. DATE: 6/1 0/2 020 Ire overall Osmium is Me responsibility of the buildup designer. 3.Df Impact bridging or lateral bracing required Mere shown a• Mk-R R'1 s'• a.Ne load'noted be applied l"any component until atm all bracing end 4.InstaYtlen Vet.Vet.k tna reapeneidliy of Ow wepctiue cenlraclo,, SEQ. : K7858157 fasteners are complete BMu ne time should any mad greater than S.Design assumes trussesre°be used in e nm.eorm.,ue enwronmem. design loads be apples to any component. and are lerume COMsimaof we TRANS ID: LINK ompuTrua has no control over and assumes no ree 6.Design assumes bearing al all supports shown.shim or wedge 5.G pem,flle. rth, to ry" RENEWALQATE: 12-31-2021 ladncelloe.handling.shipment an a inshakaon el compn to) p.Detas assumes adegwR drainage is provides. I.Ing design is copies of to the limmllore eel lonh r 6.Plates shall be mcalm on baln faces oftruss,and plaoa so their genie, June 10.2020 TRIASMCA in SCSI.copes al which wig de lume ed upon request lines coincide wile joint came,lime. 9.Digits indicate ege of plate in Inches. MiTek LISA.Inc/CompuTrus Software 1.1.0-SP3(11)-E 10.Far base conned°,plate design values see ESR-1311.ESR.1989 WO This design prepared from computer input by a UP LUMBER SPECIFICATIONS TRUSS SPAN 13'- O.D" FOND. 2: Design checked for net l-5 vs fl uplift at 24 "or: sparing QC: 2x4 ROOF 1416 err: LOAD DURATION INCREASE = 1.15 BC: 2 x 4 ROOF 41 SETR SPACED 24.0" O.C. Design conforms to mar for:.for:.ndf orce-Ids Istdng WEBS: 2x4 RODE STAND system and components and cladding criteria. LOADIN ^--TC LATERAL SUPPORT <= ' "OC. VON. LI: 25.OI+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 12D mph, h=21.5ft, TCDL=4.2,DCDL-6.0, ASCE 7-16, BC LATERAL SUPPORT <= 13"OC. ION. DL ON BOTTOM CHCRD = 10.0 PSF All Heights;, Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS IDir), TOTAL LCAD = 42.0 PSF DOL=1.0, B=45ft, L-13ft, F.4ft, Gable/Hip, Common, Truss designed for wind loads M-t.559 or equal at -structural Snow: ASCE 7-lb, 25 PSF Roof Snow(Ps' in the plane of the truss only. vertical members 'uon). Cs=1, Ce=1, Ct=1.1, I-1 LIMITED STORAGE DOES NOT APPLY DIE TO THE SPATIAL Note' Out Ion leer truss. Upper tap cnoIde esquire same material as structural top chord. Connect with M-3:k6 REQUIREMENTS CF IBC 2018 AND IRC 201B NOT BEING MET, man typical 36"cc loon). BOTTOM CHORD CHECKED FOR BOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span ION. 6-06 6-06 '( f T M-4x8 24,0" ION. VdtIIIIII M-3x6+ M-3x6+ / mm 1 RI MIo 9 M-1,5x3 1 1 Y 6-06 6 06 E) PROF b 1-00 b 13-00 y 1-00 v i �0°ENE S/0�9� 89200PE JOB NAME : J-2759 STONE BRIDGE — D1 Scale: 0.4:00 WARNINGS: GENERAL NOTES. YNese orhervnae noted. • e.Boise,and merman contractor should be educed el ell General)Iles I.ink aalgn re based Only Upon the palacekre Owen ands for an individual OREGON A. Truss: DI Sod martens before construction cemmencea. maang component ApplirabtllF/eldesl9n parameters and proler G A 2 ass compreaaen seer bracing must be metalled where shown•, Camporat:nor component Is Me responslblllly el buldag damper. 3.Addlbonail noorarvbmcmgmnsur.mlipdurmgcenawabn Y.Dugnassumes the top arr benpm chords l be lamely braced at /O 4 14t V P4 'am.reaponaimk al the zmuor.050amnal permanent Waring of 7oc.end en P ice respectively unkss braudmrCl soul then length by n ly v rm a conn,parr sheathing wen assoring r.sneslein reel anceer-rywrellleet �j ` v Dn.TE: 6/10/2020 the overall structure mete reaponsmbry sites buading designer. axlmpact bulging,lateral required where efown•• E'1 R�t-� a.NO Imo 9mW]ce appied to any component unlit alter all bracing end s Iniellanen of trues is Me reeponslculty tel respeelRe contratlar. SEQ. : K7858158 fasteners are complete and al no free should any leads grarerman 5.[region assumes vases are to be used Ina non.carroawa environment. am eroaas be been anye eel. and are for"my condemn.al TRANS ID: LINK g oseaan 6,oestgnaweshullnaringateltwppamsheen.SNmarWedgeii RENEWALDATE: 12-31-2021 s.Lomputma naslwcOcbpeeilt andttssuli,nOteawneimlis.mr lee nos .I fabrication,handling,ampment ere,tlaeraon of components. ].Neren emcees adaguate drainage Is provided. June Qi2020 R.Ohs design ismmerai subject m the limitations set loon by a S.Meted she.be looted en both laces eluuss.and placed so their center TPI,WICA In eG51.coats of watch vote be furnished upon raWeel. Ilea coincide SAh Islet canter Ines. s.Diode indicatea¢e Sl plate In hales. Mask USA,Inc/Compurrus Software 7.7 0.5P3(16)-E M.For bask connector plate deuon values see ESR-II1I,E5R-19001Mi M This design prepared lroe, computer input by e JP LUMBER. SPECIFICATIONS TRUSS SPAN 13.- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 • MC: 224 RUDE 0168T11 LOAD DURATION INCREASE _ 1.15 1- 2=1 0) 63 2- 8=1-23) 460 2- 3=1-8571 74 BC: 2x4 RDDF AETR SPACED 24.0" O.C. 2- 3=1 -28) 198 8- 6=(-23) 460 9- 4-1 01 301 WEBS: 224 RODE STAND 3- 4=1-706) 61 +- 6=1-8571 74 LOADING 4- 5=1-706) 61 TC LATERAL SUPPORT <- 12"OC. 004.. LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF - 6-1 -28) 198 BC LATERAL SUPPORT <= 12"02:. UON. DL ON BOTTOM, CHORD - 10.0 PSE 6- 7-1 0) 63 TOTAL LOAD = 42.0 PEE LETINS: 2-00-00 2-00-00 Snow: ASCE 5-16, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORD ERG REQUIRED ERG AREA OVERHANGS: 12.0" 1Z.o" Cs=1, Ce=1, Ct=1.1, I-1 LOCATIONS REACTIONS REACTIONS SIZE SE.IN. (SPECIES) 0'- 0.0" -65/ 854V -81/ 81H 5.50" 1.37 RODE I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 0.0" -65/ 854V 0/ OH 5.50" 1.37 KDDF 1625) REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. II� BOTTOM CHORD CHECKED FIR 13PSF LIVE LOAD. TOP I.OND. 2: Design chewed for nett-5 pot) uplift at 24 "oo spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LS=L/240, TL=L/183 MAX LL DEFL - -0.002" @ -1.- 0.0" Allowed = 0.130" 6-06 6-06 MAX TL DEFL - -0.003" @ -1'- 0.11" Allowed - 0.121" 1 f f MAX LL DEFL = -3.109" @ 11'- 5.1" Allowed = 0.604" MAX TL DEFL = -0.102" @ 11'- 5.1" Allowed = 0.806" 1-06-13 4-09-03 4-09-03 1-08-13 MAX LL DEFL = -0.002" @ 14'- 0.0" Allowed - 0.100" T 1 1 1 1 MAX TL DEFL = -0.003" @ 14'- 0.0" Allowed = D.133" 12 12 SEASONED LUMBER IN DRY SERVICE CONGIT:ONS 8.007. IIM-9x4 8.00 MAX HORIZ. LL JEFL 0.005" @ 12'- 6.i" 4,0•• MAX HORIZ. TL DEFT. - 0.007" @ 12'- 6.5" a a'.. iii Design conforms to main windforce-resisting system and components and Cladding criteria. Wind: 120 mph, h=21.5ft, TCD1.=4.2,ECD1,5.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exo.B, MNFRSIDir), DOL=1.6, E=45ft, L=13ft, E-4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. M-384 1111L66....M-384 X liNligt. or r xl y zx e M-3x6 M-1.5x3 PI-3x6 1 b L__..- 6-06 6-06 .J.. y ��,W) PRO4.,.., ' / 1-00 13-00 1-00 ,, tiNGINFF�9 /0 89200PE JOB NAME : J-2759 STONE BRIDGE - D2 Scale: 0.3940 WARNINGS: GENERAL NOTES, unless omeruMe noted: /,- 1.Binger and erection contractor should bee,.s, tat General Noes I.God design la based only upon the parameters shown end Is for an inWtluel OREGON L�((� Truss: D2 and Wamlrpe before construction commences, bulling cempenenl.Applicable,of deur parameters anal proper A e1 2.PO compression web bracing mut be installed wfere shown•. murporarlon nlmmponenl is me resporaibilrly online hultlng designer. , �� O`� 1 3.Addbional temporary!among In insure slaoi8ryduong colum,ctbn 2.2espnnd at Nit o i Me top endbottom wardsbraced throughotteedat O 1 �� IS the re li (ale erector.Additbnal permanent 1 2 continuous sheathe.respectively as ply nodsnless panetl(TC)a oulrhsiwall(B). !eT B /g Fp onsiei ryo perms non go o IMuo u6 sheathing such as plywood sued mlrgRc)eMlor erywatl(Be). Qo` YV1 DATR. 6/19/202n Ind overall structure Is Ins responsibiYry aline building designer. 3 IDlmpeal bridging sr metalscamrp requeed where shown•• �n1�1��, SEQ. 12 0 5 8 1 5 9 a.No load should be applied b any component anti{abet an binning and Ea.. elamn otausa lathe ream Eebilili ellmanmanna.uveenvBet H. 1-1 fasteners are complete and m no time should any load greater Ilan Designa andare Tr assumes mtadhana'omx. TRANS I D 1 LINK aeH5e gees be appliedm any compprcnt a.Design assumes bill beenng at all support•shown.shim or wedge n S.Or,rig,"Trpd has no control over and.==umea no components. forme 0assum RENEWAL DATE:12-31-2021 radrrenan.handling,airmen/and mammtten of components. z Design assumes adequate drainage is pmvmed 8.TPIIIVTdesign m furnished subletlm the llmilalldns Set fart b/ 9.Plates shall be located on both Aced of truss.and placed so mar comer June 10,2020 TPVrNCA In BOSS copies of which will big lowshed upon',guest. hoes coincide veto pinl center lines. 9. el b iindicateaNuof plate In inches. /C h1iTe1 USA,Inc ompuTrus Software].2.0-SP3(1L)-E In.Eel bask connector plate design values sef ESR-tall,MR-1968 fMNeM) This design prepared from computer input by a JP LUMBER. SPECIFICATIONS 12-DO-00 GIRDER SUPPORTING 40-00-00 IBC 2018 MAX MEMBER FORCES 42110/DDF/Cq=1.00 r IC: 2x9 KDDF 1:11¢13TR LOAD DURATION INCREASE = 1.15 (Non-Rep( 1-2=1-6234) 602 1-6=1-490) 4734 2-6w( -49) 604 BC: 2x8 KDDF SS 2-3=1-5090, 618 6-7=1-202) 39E6 6-3=(-3521 3520 NEES: 2x9 KDDF STAND LOADING 3-9=1-50901 618 7-5=1-9101 9739 3-7_(-3521 3520 Snow: ASCE 7-16, 25 PSF Roof Snow(P s) 4-5=1-62341 602 7-4=( -44) 604 TC LATERAL SUPPORT .Co 12"OC. SON. Cs=1, Cool, Ct=1.l, 1=1 EC LATERAL SUPPORT s= 12"OC'. SON. TC UNIF LLI 25.01+DL1 7.01= 32.0 POP D'- 0.C" TO 13'- 0.0" V BEARING MAX VERT MAK HORZ ERG REQUIRED ERG AREA BC UHF LLI 0.10CDLI 10.01= 10.0 POE D'- 0.0" TO 13'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 2 1 complete trusses requited. BC UNIF LL( 425.0)+13LI 323.01- 798.0 PLF D'- 0.0" TO 13.- 0.0" V 0'- 0.0" -576/ 5963V -68/ BEH 5.50" 9.54 KDDF 1605) Attach 2 ply with 3"x.131 DIA GUN 23'- 0.0" -576/ 5963V 0/ OH 5.50" 9.54 KDDF 1 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL \/ 9" cc in 1 row I.$) throu9haur 2,1 top chords, REQUIREMENTS OF IBC 2,318 AND IRC 2018 NOT BEING MET. Gr so 11 r in l rowlsl throughout ^_r.8 bottom. chords, IOC NO. 2: Design checked for nett-5 psf) uolifr at 21 " adios. or in I rowlsl throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.040" @ 5'- 6.1" Allowed = 0.604" MAX TL DEFL = -0.06E" @ 8'- 6.1" .Allowed = 0.806" SEASONED (.UMBER IN DRY SERVICE CONDITIONS li 6-06 6=06 MAX 0ORIZ. L:. DEFL = 0.009" @ 12'- 6.5" • MAX PORTZ. TL DEFL = 0.01E" @ 12'- 6.5" 3-04-14 3-01-02 3-01-02 3-04-14 1 f 1 A I Design conforms to main wi ndforce-re_:ontng 12 12 system and components and cladding criteria. M-5x6 Q 8.00 E.00 5.0" Wind: 101 mph, h ,5 ft, ceod/9.. Open, .a, ASCE 7-16. 8 �� (All Heights)6, 13=45 , La-13ft, E Open, Cat.2, . Common, FRS:Dix l. DOL=1.6, B=45ft, L=13ft, E=Aft, Gable/Hip, Common, AS Truss designed far wind loads n the plane of the truss only. M-1.5x3 M-I.5x3 4* ,_ AIVAI ___ lil/hiliiiii \ _, Mil 1111 III Mill . O,_ S� - 7 �1 �o 1-7x10 M-5x12 M-5x12 M-7x10 / 1' Y Y 4-05-14 4-00-05 4-05-14 y ��E1) PR Op&sd' 13-00 bS.) NCaINEF9 /�* ,_-.., -g 89200PE JOB NAME : J-2759 STONE BRIDGE - D3 Scale: 0.3972 WARNINGS, GENERAL NOSES, unless otherwise noted 0 ((''�� ,.Spider and cream)contractor should Ee advisee el all General 6005 ,.1M1la aatign6 Wa.aeM/upon the parameters shown andn M,en entUdual 2 ,O EGOO ` �L�� Truss: D3 and Warnnes bolero connrocllon commences. boding component Pyp4ubild olaeupn parameters and proper L. IR A% 2.Dot compresdon web Med'w moat be lntlanea Mum mown.• 'ncorppmron mwmponenIM me reapomlblM onne hoeing designer. 3.Aaaawna temporary bracing to insure Cabaryammp construction 2.Design assumes the lop and bottom chords to be leleralh Masada: ode reaporeldllN oIIM erector.AEElllonal permanent Moodier Yo.c.and al t0'c.o.respectively unless braced throughout!heir length by O 1 1 DATE: 6/1 0/202 0 the overall structure!slim responsmN olds bolding deal co itneoussdeamFrsupra aedrwooe aired here shown onmm dyw.uBe). o N 9OL: d.ixlmlatbnof Vos or the resp.cma nounhe venue .soli. F�1�"•� O.No dad rs are ill etc an also any component unto ellier ones 5 and 5.Design asour Voss is es are to be 001 in eroeparlive a:e nv,Avr. (l S EQ. . K78581E0 fasteners are complete one at no Ismanoum am budded.-tmn s.andar apwmeew.a.aare nth.w.a m aror.aorroame enamnmem. eesIgn loads Pe apoloC to any component. and are ler'dry conallon"ol use. TRANS ID: LINK ampmrr.pl,aanocnmlraloveraMaaaumearoreapanaibaayrmlde 6.Desdnassumeseillbearingatalsupponsshoo,Sh'morrmdger RENEWAL DATE:12-31-2021 5.c sae' rammed, 15 esig handlingshipment lotion Imitations cons onenn. June 1 Q,2020 p p r.Desgn aeoumesa0ed onboth lace rolfuss.ea. b.mLNTCA ins NmlaNpied r',wMmwnOSIeReOrpon r e.Plates senci be locatedanbmnhes.ouron,and placed mob center rPIMIreA in 9est copwe of which will Ivniahetl upon mooed. Imes coincide win ions!mnlm lines. 9.For smsMan ectoopplanse Re 50) MiTBN USA,Inc lGompuTrus Software 7.7.0-$p311 L)-E IO.For beds wnneclor plate design values see ESP-I JI t.E3R-19591M?eM) '. This design prepared from computer input by JP .I LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.D" !COND. 2: ➢enios checked for net 1-5 psf) uplift at 24 "oe sooting. TO: 2x4 ROOF i41cDTP LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE 411ETD SPACED 24.0" O.C. Design contemns to main windforce-resisting system and components and cladding c-`iteric. • TC LATERAL SUPPORT <= 12"OC. SON. LOADING IC LATERAL SUPPORT <= 12"OC. NON. LL( 225.0)+UL( 7.0) ON TOP CHORD = 32.0 PS Wind: 120 mph, 11=21.kft, TOOL=4.2,BC0L=6.0, ASCE 7-1N, EL ON BOTTOM CHORD = 10.0 PSI" (A11 Heights), Enclosed/Pr. Open, Cat.2, Exp.6, MMERS(Dir)r TOTAL LOAD= 42.0 PEP DOL=1.6, B=45ft, L=14ft, E=4£t, Gable/Hip, Colman, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE -16, 25 PEF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce-1, Ct=1.1, I=I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Ou tlooker truss. Upper top chords :equine same material REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. as structural Lop chord. Connect with 14-3FE man typical 36"cc Dunn). BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UCN. v-Ix2 or equal typical et stud verticals. Refer to CompuT rus goh le end detail for complete spec).fitari nos. 6-09 6-09 l' T T I IM_,x9 In III 4414 M-3x6+ M-3x6+ co El Aiiii :9 4 5 1 b 1 Y 1-00 13-06 1-00 rc, PROFFS C?� �NCaINE$. �'/0 9 9200P JOB NAME : J-2759 STONE BRIDGE — El Scale: 0.964E • WARNINGS, GENERAL NOTES, unmas otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notate 1.This design*based only upon the peramelere Nwwn add is 2ren indvieuel Truss: El and Warnings before cOnaaudr0n commences. buoln9 component.Applicability of design parameter,and Props, L boa compression web bracing mud be installed shore shown.. incorporation alwnolwmpopnuslMmchordsto Be meenimmgeevpno. ��EGOo ��/.. 3.Additional temporary bracing to Insure etabity during wrslrucl'on 2.Der.c.an at lumesa the top andboltomeas breed throughout derolly Mewlbraced el - [eta s. s the reeponsibity of the erector.Additional permanent bracing of Y ntinuod sheathing respectively as ply nod sbracetl(TC)and. h Importbddgingorena,py oedurredinershowngrdry blBSl /� 14,2 DATE) 6/10/2020 Ind overall,,adore 1,mere,poramgym me building aeagne,. B.blmwa bridging or lateral regmrea where shown t� o No lose should be eppieero any component until after all bracing end 4.Installation of truss is IM responsihliy of the respective contractor. p pf� �` SEQ. : K7858161 fasteners are complete am at/190ms snouts any lead,greater than S.Dedgn assumes trusses are w be need in a non-camerae environment "Y/�pRI`� aval9n Baas be epvlied to any component. and are tor'dry condition"of use. /� TRANS ID: LINK 5.Comprise nee no ohmrnmver and assumes!).responsibilityforlM B.D.wgn,,mime,fug padre bran supports shown.Shim or wedged reerbatmn.dandling.anlpmem and installation of components. y.Dews asrrrnns adequate drainage is provided.6.This resign krorninnedaublen to Me Instatlen,set fore)hi B.Malec adult be located on both laces plisse,and placed so their center REIYf,' EWAL DATE 12-31-2021 TPIOVICA in RC51.capes of whicA will be furnished upon re gigs). lines coincide with Joint center lines. a.Digits Indicate size of plate ininches. June 10,2020 MiTek USA,Inc/C Onpu7ru5 Software 7,f,0-SP3(IL}E In.For bash connector plate deergn Values Poe E611.181 I,EtR.1988(Weir) This design prepared from computer input by " JP LUMBER SPECIFICATIONS TRUSS SPAN 4.- 10,D" IBC 2018 MAX MEMSER FORCES 4WR/DDF/Cq=1.0D TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2e( 0) 72 2-4=(-13) 15 3-4=1-162) 102 BC: 2x4 KITE k16BTR SPACED 24.0" O.C. 2-3=(-69) 28 WEBS: 2x4 RODE STAND LOADING TO LATERAL SUPPORT c= I2"OC. UON. LL( 25.01+DL( 10.0) ON TOP CHORD = 35.0 PSI' BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA EC LATERAL SUPPORT c- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0 -73/ E21V -9/ 3IH 3.50" 1.00 KDDF 1 625) OVERHANGS: 29.8" 0.0" 4'- 10.0" -23/ 209V D/ OH 5.50" D.34 ROOF 1 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) " For has - Seeapprovedplans Cs=I, Ce-1, G[=1.1, I=1 pc yea specs, LOUD. 2: Design checked for nett-5 ps(1 uplift at 24 spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION L1M1T5: LL=L/'_4!i, TT-5/ISO /lB0 REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. MAX LL DUEL = -0.085" @ -2'- 5.8" Allowed - 0.248" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX TL HEEL -0.102" @ -2'- Sr. Allowed = 0.331" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL 0.0 TD" @ 2'- 1.8" Allowed 0.238" MAX TC PANEL TL DEEL = 0.0T3" @ 2'- 1.8" Allowed = 0.356" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" I. I/ MAX HORIZ. TL DEFL = 0.000" 9 4'- 8.2" 12 3.00 Design conforms to main oree-resisting system and components andd cladding criteria. Wind: 120 mph, h-151t, TCBL=6.0,BCDL=6.0, ASCE 7-16, (A11 Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL-1.6, 5=45ft, L=Sft, E=4ft, Gable/Hip, Common, M-1.5x3 End vertical Is) are exposed to wind, Truss designed for wind loads in the plane of the truss On iv. M-3x6 -, ill Truss designed for 4x2 ou[lookers. 224 let-ins M-1.5X4 ) of the same siCe and grade as structural top co chord. insure tight fit at each end of let-in. co M-3x6 1 1 Outlookers must be cut with c e `d permissible an inlet board areas only o ti 7f ' O ' y -3x4 M-1.5x3 Y 1 1• 2-05-12 9-10 �Q`0D PRO FFS Z''' 89200PPE r JOB NAME : J-2759 STONE BRIDGE - Fl male: D.6392 '► /�C! �""'" �/--, WARNINGS: GENERAL NOTES. UN+a+ethervnse noted: f 1.Bolder and erechan contractor should he advised oral General Sties I.This design is based only upon the peroneters shown and Is for anindruitlnal V OREGON '4 Truss: Fl and Nominpa before construction commences. buMing component Nppliwbaity el design par+meters and prayer 2.2r4 compre+slan web bracing must 6e installed More shown.. incorporation or component is the responsibiiry 011ie totting designer. A a�`a... ].Aaanipnanemporary bracing mlraure Yeeillry during eowmefnn 2.Design a+sLene¢the top ago bosom chords to be laterally braced et �/ 4A 2 ` P la me reepon¢iealryonne erene[Aaallonal permanent truant ph �n +^e at ltx o.0 respe,n ryunkee braced throug anoVarhoutM1oal their oal)Olengt by O ��1 Y 1 0 � 1 DATE: 6/1 D/204 0 the overall aYucture n the responsibility CIA,builder designer. 3.R Impact sogrogsheathing such)Sas alpingas moaned Aveshown•Cryw+1(BC Impact le the esp,cogO1 erica rompabwna• l. �Rl� �� SE K7858162 4.N"mne should coplet,,n to utany o lomNRte should nnilny alllea greater Man 4.Design assume.Ho..Me to e tausedur.noncorrosive environment, •11�1 Q• fasteners are complete one at no time snoutl any wads Oreatartnan TRANS ID: LINK design wads be apples to any component. a omearewrary condition' r eezd tar use. s. mpuTrpa na¢nepntrelpaer.ka " anp,.apnw,eaMmrine sign ass es bearing at all supports shown Shim or wedge RENEWAL DATE 12-31-2021 fabrication.handling.shipment and intlalltten el ccmpanems. 7 Designaasssumes adequate drainage is provided. June 1 0,2�20 6.This design is Furnished sublect to the loitatoes set tan(b/ S.Plates shall be located on both faces of truss.and placed+o their center TplM?CA'n SCSI,copies of which nil be Nrnisted upon request. Ines wwclre Mtn pint center{nes. 9.Pills 1nd.cale We of plate in inches. MiTeaUSA.Inc icompuTnd5 Software].I.0.SP3(1L)-E IS.For basis connecter plate design values see ESR-1211,ESR.1g88(WOO This design prepared from computer input by e JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2018 MAX MEMBER FORCES 414R/DDF/Cg=1.00 IC: 2x4 NODE 4160.TE LOAD DURATION INCREASE = 1.15 1- 2-( 0) 63 2- 8=1-24) 481 2- 3=(-6861 76 BC: 2x4 KDDF #OBETR SPACED 24,D. J.C. 2- 3=( -17) 199 8- 6=(-24) 482 8- 4=( 01 314 WEBS: 2x4 KOOK STAND 3- 4-(-333) 64 5- 6=(-8061 76 LOADING 4- 5=(-733) 64 TC I.ATURAL SUPPORT <= 12"0C. VON. LL( 25.0)oOLI 7.0) ON TOP CHORD 32.0 P5F 5- 6=( -17) I9B BC LA'URAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD 10.0 P5F 6- T=( 0) 63 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-DO Snow: ASCE 7-16, 25 PSI' Roof Snow(Ps) BEARING MAX VERT MAX HOR2 BIRO REQUIRED BED AREA OVERHANGS: 12.n•• 12.0" Cs-_, Ce-1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -68/ 6I6V -84/ 84H 5.50" 1.40 RODE' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -61/ E76V U/ OH 5.50•• 1.40 NUDE' ( 625) REQUIREMENTS OF INC 2015 AND IRC 2018 NOT BEING MET. BOTTOM CHORD CHECKED FOR 108SF LIVE LOAD. TOP FOND. 2: Design checked for net(-5 psfl g upl .t at 24 spa£n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXI DEFLECTION LIMIT-: -L=0._40, llow190 MAX LL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-09 6-09 MAX LL DEFL - -0.121" @ 1'- 6.9" Allowed - 0.629" l' .' MAX TL DEFL = -0.115" @ 1'- D.P. Allowed = 0.639" MAX LL DEFL - -0.002" @ 14'- 6.0" Allowed - 0.10D" 1-00-13 5-00-03 5-00-03 1-08-13 MAX CL DEFL = -0.003" @ 14'- 6.0" Allowed = 0.133" / 1 1 1 1 '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 II].4-4x4 ].MAX HOPS . LL GEE/ = 0.005" @ 13'- 0.5" • 8.00 V Q 8.00 MAX HOR12. TL DEFL = 0.008" a 13'- 0.5" 4.0" 4 ii wind: 120 mph, h=21.6ft, TCDL=4.2,810DL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2. Exp.B, teWERE(Die), DOL=1.6, B=45ft. L=14ft, E=4ft. Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. M-3x4 14-3x4 o� i m , I III 2 , 8 wo..•6 !14-3x6 M-1.5x3 M-3x6 Y y y 1-00 y 6-09 13-06 6-09 y 1-00 6 W�`��NGP FF9`r/0 9 Q 89200PE 1 JOB NAME : J-2759 STONE BRIDGE - E2 Scale: 0.3773 WARNINGS: GENERAL MOTES, unless othervlse noted: /.� 1.sumer end erect..to:raw rolrngd be advised rat as General Wales 1.The desipn4 based only upon the paremetareshawn end isb,an individual 9 OREGON ^(( Truss: E2 and Warnings before wnetrucbancommences. beading component.Applicability oldeek^parameters and Prover 1 A z 09365 1•aeslon web bracing must be metalled where shown'. Incorporaton el component is terespowb.NY of the bu0dinp designer. �•/ \ A. J.AtltlMnal temporary bracng lolnure YebiOrytlunng construction 2.Gesgn assumes the lop and Whom chards to be lalwalN braced at /� :1 14 20 ,�` Is the nos onsihb et erected.Adbllonal permanent aradn 1 1''e c.and at IRe.e.respects pt wile.braced throughout their Nn)lh by responsible), 90 ca Impact sheaeor such as pNwooeujeasng(TC)ancrehdrywall(B0). DP.T3 6/10/2020 the overall structure should be is me Ise are aibipe MIMbhiwinp designer. 3.lelmpact bridging or lateral bracing repaired where shown.. RRl``a• SEQ. . K.858163 4.N.@Gems are completewl at time shots nent t load.libaerttarM 5.Dnkaeads ummtrusses it we e to he used m enen-ces�oeerv.contractor. v any 9realer man .sign assumes ry TRANS ID: LINK design wads be applied to any component enema tor"dry cpnam naowse. 6. arnPPTrpena5ronpnh.laverarkaWnmeanamepamsibiliNfnrlte 6.Demona6a es Nil bearing at al suede,.shown.Sh'an01 wedge if RENEWAL DATE:12"31-2021 lebrEehon,handling oNpmenr and installation or components. i.Design aefumea adequate drainage is{welded. 6.Des design islurM5ned65b)edla the tmitallans set fogy by a.Plates KIWI be boated onWWM laws of truss and placed..their center June 10,2020 TPVVTCA in BUM.capita.of.fish wig ba Nrnished upon revuesl, tines ea,netle von jam center lines 2 Ogee indicate we of plate in Inches. MiTek USA,Inc!CnmpuTns Software 770-SP3(IL)-E IR.For bask conflation plate design values see ERR.1311.EBR-1O83 INIIT.k1 This design prepared from computer input by . as LUMBER. SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 40-00-00 IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 , TCe 2E4 RODE' 11166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-1-6530) 632 1-6=1-4641 4976 2-6-( -44) 604 BC: 222 KNEE SS 2-3=1-62661 650 6-7=1-3061 3632 6-3=(-370) 3700 WEBS: 2E8 RODF STAND LOADING 3-4=1-6286) 650 7-5=1-464) 4978 3-7=(-37D) 3300 Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 4-5=(-6530) 632 T-4=( -441 604 TC LATERAL SUPPORT <= 12.0G. UON. C3=1, Ce-1, Ct=1.1, I=1 BE LATERAL SUPPORT <= 12"0C. DON. TC UNIF LL( 25.0)2DL) 7.01= 32.0 PSF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORK ERG REQUIRED ERG AREA SC UNIF LL( 0.0)8011 10.0(= 10.D PSF 0'- 0.0" TO 13'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SC.IN. (SPECIES/ i 2 1 complete trusses required. BC UNIF LL( 475.0)-DL) 323.0)- 798.0 PLF 0'- 0.0" TO 13'- 6.0" V D'- 0.0" -598/ 6183V -71/ 71H 5.50" 9.89 HIDE 1 625) Attach 2 ply with 3"x.131 DIA GUN 13'- 6.0" -598/ 6183V 0/ OH 5.50" 9.89 RODE 1625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL /� y t 9" orin 1 routs/ throughout n_x9 top chords, REQUIREMENTS OF INC 2018 AND IRC 2018 NOT BEING MET. �t 5" p n 2 row lsl throughout.oughoat 208 bottom chords, ONO. 2: Design checked for net 1-5 pall uplift at 29 "0r spacing. j 9" oc in 1 yowls) throughout 234 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEEFLECTION LIMITS: LL=L/240, TL=L/169 MAX LL DEFL = -D.044" @ 4'- 7.9" Allowed - 0.629" MAX TL DEFL = -0.072" @ 4'- 7.9" Allowed - 'J.635" SEASONED LUMBER IN DRY SERVICE CONDITI005 6-09 6-09 MAX HO RI Z. LL DEFL = 0.010" @ 13'- 0.5" "� MAX HCRIZ. TL DEFL - 0.016" @ 13'- 0.5" 3-06-06 3-02-10 3-02-10 3-06-06 1' 1' '' 1' ----1' Design conforms to main windfacce-resisting 12 12 system and components and cladding criteria. 8.00 V M-5x6 (718.00 Wind: 120 mph, h-21.6ft. TCOL=4.2,BCDL-6.0, ASCE 7-16, 35.0" (A11 Heights), Enclosed/Pr. Open, Cat.2, Erp.B, MWFRS(Dir), Irui !1 DOL=1.6, gdt, L=14ft, E=4fY, Gable/Hip, Common, Truss designed for wind loads n the plane of the truss only. M-1.5x3 O6 ! i1503 * 1 -7x10 M-5x12 M-5x12 M-7x10 y y y 4-07-19 4-02-05 9-07-14 )' <��Y-t PR oFe, 13-06 i.5? ''Y' �� `O•V9 `� 89200PE 1 JOB NAME : J-2759 STONE BRIDGE - E3 Scale: 0.3802 WARNINGS: GENERAL NOTES, unless allwrwise noted. 1.emme.aM erection contractor should bey 50 of all Notes 1.This aeage la based only me parameters Mown end rotor an in0h dlul ' OREGON �'Ai Truss: E3 and Warnings before construction commences, bJlainp component.Applicablliy al design paper n parameters andoper 2.ha compreuien web batons must be installed where shown,. 'nwlporalion of component is Ire responatbletty of the WiWirg designer. J.Additional temporary bracing to inure stability&Eng sonamCrlan g,Design sewn-teethe lop and bottom chords to be laterally Prated el /O 4y14,20 Q`� rslMre responsibility el the erector,PdaXlonal IRISc/Ng of 0 o c.and at 10'o.c.rescecrse unless based throughout their length bat spona permanent continuous sheathing suchas plywood sheeMitern.ender erywalKRe). D DATE: 6/10/202 U the averauatrucWra isle.nwansjbnh of me building designer. I.hlmp+a bridging orlaleramwcmg,eaudeaxeere enaun 6, ��F7 1 1 a Na load should be appied to any component null alter all bracing and 4.0,.Iaeon ortruss is Ina ore to SI/Seibeity of thearroea0e coramtlor. (� v SEQ. : K7858164 fasteners are complete and at no time should ens bads greeter man 5.Dee*assumes trusses are to be used a narecormeme envennment, and are int condition'muse. TRANS ID: LINK design Made be applied b any component. 5.Designassumesnti b. me al as supports alor,n slam or wedge 6.Comperes has control over d assumes no responsibility for the ,e, 1 RENEWAL QATE:12-31-2021 '005 deign dandling,shipment andlathe Si components. 7.Oldies assumes adequate drainage bpm'etled ,dune 1 0,2020 6.Res designia(ummned subject to me limitations sal forth by 2.Males shall be located enramhces alb...and placed ea Stew seater TPWJfCA in SCSI.woos of etch volt be ryrMshed upon rcqueL. lines coincide ugh pint canter)hiss. 9.Far i:IndwN sae of plate In itches Mask USA,Inc,CompuTrus Software]]0-5p3(1L1-E II.For bask contactor plate design values see ESR.I]IL E66.1966(MT-el° This design prepared room computes input by r JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TL: 2x4 ROOF 1166TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=1-131 15 3-4=1-1621 122 BC: 23(4 NDUF 116BTR SPACED 24.0" O.C. 2-3-1-69) 28 WEBS: 2x4 HOOF STAND LOADING DC LATERAL SUPPORT <_ 'i"OC. UON. LL( 25.0)+DL1 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BR5 REQUIRED PRO AREA. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POE 0'- 0.0" 73/ 627V -9/ 37H 3.50" 1.00 RULE ( 625) OVERHANGS: 29.8" 0.0" 4'- 10.0" -23/ 209V 0/ OH 5.50" 0.34 RODE ( 625) Snow: ASCE 7-16, 25 PSF Roof SnowiPs) Cs=1, Ce=1, Ct=1.1, I=1 For hanger specs. - See approved plans FOND. 2: Design checked for net'-5 psi) uplift at 24 'oc seacino. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECSIpN LIMITS: LL=L/190, TL=L/180 REQUIREMENTS OF IBC 2018 AND IBC 201E NOT BEING MET. MAX LL DUEL - -0.085" @ -2'- 5.8" Allowed 0.243" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.102" @ -2'- 5.8" Allowed = 0.331" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO PANEL LL DEFL - 0.070" @ 2'- 1.8" Allowed - 0.239" MAX TC PANEL TL DEFL = 0.073" @ 2'- 1.8" Allowed = 0.356" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEAL = 0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL - 0.000" @ 4'- 0.2" 4-10 T 1' 12 Design conforms to main us ndfarce-resisting 3.00 I system and tempo nents and cladding criteria. Wind: 120 mph, h-ISft, TCDL=6.0,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRSIDir), DOL=1.6, E945ft, L-Sft, E-4ft, Gable/Hip, Common, End verticalls) are exposed to wind. Truss designed for wind loads M-1.5x3 in the plane of the truss only. -/ II tJ vo 0 1 1 1 v• 4 -3x9 M-1.5x3 Y * 2-05-12 4-10 <(-'4a PR°FF-6,s 4�\5tiNGIN 4;4? igl, 89200PE• JOB NAME : J-2759 STONE BRIDGE - F2 .701 Scale: 0.6392 WA1.Bidder G.Thm GENERAL NOTES, my Won the par mete: lor OREGON 'Q 1.ew and erection nd,,Jar should beadvised of General Notes 1.M¢:fl500 khawauNy wnnlM design parameters mete an isope,individual Truss: F2 end Warnings beforemnmudlnn commences, euemnywmponem.Appkablin of design parameters and proper 2.264 comprIn, web bracing must be installed where shovel ImgrpmalbnolcomroneMielbemSR d tlyallMbuWM0deagner. �] J.Additional lemporarybncmpta insure era billy during constructor, 2.Design assumes the by and bottom chords to be laterally braced at < =1 y O is the rtepomibilly o,Ihe erector.Aaaaunal permanent bracing or 2'o.c.and aleUaugSuch as lively unless braced lTcl eds,thhout ir length by O Y1[I.a2 is DATE: 6/10/2020 the overall dmclure is me re bur fthe bmain desper. ].th Impect britlous ging or lterlbapwootlu:,ed ireresown•Oywapl8e). NV a any nc yo g g true Is the remresponsIbrryof aenmeane.n•• SEQ. : K7858165 a.No load are complete applied a0 1110bme should only mar all baertham a.DesignInStalla asson umes Muses are to ebused nanon-ccgve wmlast Keene complete and at mrnw an0eb any loads greater than s.Designs ea Muses are bee used lna non-corrosive environment. design bads be applied to any component. and are tor'dry condition.l or use. TRANS >o: LINK 5. pvTmabaanennbin.e,amaaarteam,eapnaibui„gorge 6.Oeslgn assumes Pallbearingal aft seppaee shown.Shlmar wedge l` RENEWAL DATE:12-31-2021 fabrication.handing.shipment and installation or components. neuwrc. +.pones.assumes adequate sn drainage Is provided. June 10.2020 s.Tbsdesign m CSis cop subject whit wllmeabanasedop,b, e.Plates c incileem®Iee onber faces of urua.aM placed so their center 1 PIIWfCA in SCSI.copies of which will be turn tened upon re quo al. Mira coincide lMb ornaaNnrnchlines . s.FOr la basis olnever plate winches. MiTak USA.inG.iCompuTNS Software].].0-$P3(t tl-E IO.Porpask connector palehNgn values see ES R-1311,ESR-198E IMITeI:) This design prepared from computer input by . Jr LUMBER. SPECIFICATIONS TRUSS SPAN 3'- 6.5" IBC 2D18 MAX MEMBER FORCES 92IR/DDF/Cq=1.00 TC: 2x9 RODE 1116BTR LOAD DURATION INCREASE - 1.15 1-2=(-471 41 3-9=1-97) 60 3-1=1-118) 66 4-2e(-1211 72 BC: 229 KDDF H16BTR SPACED 24.0" D.C. 1-4=1 -60) 90 WEBS: 2x4 RODE' STAND LOADING BEARING MAX VERT MAX HORS BEG REQUIRED BRG AREA IC LATERAL SUPPORT <= 13"00. DON. LLI 25.01+131.1 10.0) ON TOP CHORE = 35.0 POP' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT c- 12"0C. (10N. OL ON BOTTOM CHORD - 10.0 PSF O'- 0.0" -17/ 152V -59/ 55H 5.50" 0.29 KDDF 1 625) TOTAL LOAD = 45.0 PSF 3'- 6.5 -19/ 167V 0/ OH 5.50" 0.2/ KDDF 1 6251 • •' For hanger Dpeca. - See approved plans Snow: ASCE 3-16, 25 PSF Roof Snow(P9) I� Cs=1, Ce-I, Ct=1.1, I=I 00ND. 2: Design checked fox net(-5 esf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 LIMITED ODES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL LL DEFL = 0.012" @ 1'- 11.0" Allowed = 0.187" REQUIREMENTSENTS OF OF IBC 2018 AND IRC 2013 NOT BEING MET. MAX TC PANEL TL DEFL - 0.010" @ 11- 11.0" Allowed 0.280" SEASONED LUMBER IN DRY SERVICE CONDITIONS BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXMAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" F HORIZ. TL DEFL = -0.600" @ 3'- 3.0" 3-06-08 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3.00 Wind: 120 mph, h.-15ft, TCDL-6.0,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.a, MWF'RS;Dirl, DOL=1.6, 15=45ft, L=9ft, E-4ft, Gable/Hip, Common, End vertical(s1 are exposed to wino, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M=3x9 y/ 0 cc �� o f -, r. 9 M-1.5x3 M-3x4 y y 3-06-08 ��,,ED PROFEs 6co.\ .CNGINEF9 s`0�9 ' a,,,. 89200PE i JOB NAME : J-2759 STONE BRIDGE - G1 Scale: 0.5451 �0 /r ; _ WARNINGS' GENERAL NOTES, N IN noted. `Ili I.Builder and e,etl tin contractorb edged el al General Notes I Thisdesign based only uponIMp I In and 19 ,nh,Nuai -7 OREGON ` LZj Truss: G 1 I andeuaeMngs before construed. es. bulking component.Appl' b'4y Ede p parameters end prop 4, A�IN e` 2.2x9 compreawn web bracing must be- I Iled where sMwn a W F Icomponenti m p nsibAM1y I the t bl gd designer 1' SO` 4.Add0gnal temporarydaacng to Insure arability dunngeeMlluellen 2.Design assumes the top and bottom chords 1 de laterallyM cod el (AJ ) s�� is Me res ibgel Dime erector.Addlronal permanent bracing al Yr.e.and al10'o.c.respectively unless brxed Moughoul thee length dy �v 1�1 �f\Te pops continuous sheathing such es plywood Sheathing(IC)arcnor drywellBG). 1-s DATE: 6/10/2020 me overall Mixture is me ICeponstbilay of boldrne designer. S.a Impact bridging or lateral bracing where shown.. '47,6' �,a SE K?858166 4.No load shouldbe applied In arosempnnem until alter al bracing ana 5.1 tlxlgn orl.ui is the res�behitssar!he reapeane connector. n E� a+ Q.. fasteners are complete and at no lime should any Kam grafter Nan Design assume busses a use ma noneanosse an TRANS ID: LINK design loads be applied m any component. and are Pr wnauu�ul use. 5.CompuTruc has mwnlml over aMauwmeann.eapenydEirykrme 5.Design aMlbearingat IIsupWdallose,Slelmorwedge2 RENEWAL DATE:12-31-2021 necessary. hb.desig.banding,shymenlan mslaWamncr eomporcms. ].Design assumes eded enbera.nage''s worked. 6.TNsdesS SCSI.cosies the limealionstelNMnbr B.Plates snag belostedonbupr raesulgu .andpuaawtheircenter June 10,2020 TPIMRCA in SCSI.copies el which will be Wrested upon request. lines coincide will pint center Ines. B.@,AsiMlw4 t olelle in inches. MMak USA,Inc lCompuTms Software]].0-SP3(1L1-E ID,fa,basic m.m.cmr plate design values see EGR.ISn.ESR.IgIgi(MUek) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2018 MAX MEMBER FORCES 414R/ODF/Cq=1.00 TO: 2x4 RODE 416BTR LOAD DURATION INCREASE = 1.15 1-2=1 01 72 2-9=1-131 15 3-9=1-1601 103 BC: 2,4 ROOF 416ETR SPACED 24.0" O.C. 2-3=1-751 28 WEBS: 2x4 RODE STAND LOADING TO LATERAL SUPPORT <= 12"OC. CON. LL( 25.01+DL( 10,0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS BEG REQUIRED ERG AREA 0C LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 1D.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 45.0 FSF 0'- 0.0" -75/ 655V -ID/ 38H 5.50^ 1.05 RDDE ( 625) OVFRPANGB: 29.8" 0.0" 5•- 0.0" -22/ 208V 0/ OH 5.50. 0.33 ELIDE 1625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 11__ " Far hanger specs. - See approved plans pOND. 2: Design checked for nett-5 pat/ uplift at 24 "no soaring. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: L1=L/340, TL=1./180 MAX LL DEFL - -0.085" @ -2'- 5.8^ Allowed = 0.298" BOTTOM CHORD CHECKED FOR IO PGF LIVE LOAD. TOP MAX TL DEFL - -0.1D2" @ -2'- 5.B" Allowed = 0.331" AND BOTTOM CROSS LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEED = 0.079" @ 2'- 3.8" Allowed = 0.249" MAX TC PANEL TL DEFL - 0.083" @ 2'- 3.8" Allowed = 0.373" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX DORIS. Li DEFL = U_000" @ 4'- 10.3" MAX HURIZ. Ti DEFL - 0.0 DO" @ 4'- 10.3" 5-00 Design conforms to main indforce-resisting 12 S 00 p s'ys'tem and components and cladding criLe ria. Wind: 120 mph, 1=15ft, TCD1=6.0.BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Bxp.B, MWFRS ID-el, DOL=1.6, 16-456t, L w2.66, E=4f L. Gable/Hip, Common. End vertical(s 1 are exposed to wind, Truss designed for wind leads M-11.5x3 in the plane of the truss only. y -/ 1 1 C f ' va 9 • ' ' }� M-3x4 M-1.5x3 • 1 y Y 2-05-12 5-00 „c, �NGIInte$., �'/p 1 89200PE JOB NAME : J-2759 STONE BRIDGE - G2 Scales 0.6328 WARNINGS: GENERAL MOTES, onlessolhensiee noted: p I.Baldera emotioncmshoulde dVsed r eGeneralNotes I.This design based eddy purl parametersm des for an individual dyG OREGON L�G/� Truss: G2 and Warnings belowtorn s. totsv a t40 ellryolde9npa t mpmper ,\ z.n8 w bba re must be installed tone tiro w l r p Il In expo dsto rmab„Ireedadesigner. /O '�Y 14 "�01� `�' 3.AtlGq Ite p ryea gl stereo din g N Ian z.[leap Me top moon chords me laterally braced al IC the p 'p try ollne 1 Atldtipnal permanente 0 I T and tlg p t N less based throughout their length by ' ' DATE: 6/1�/2(1L the Y I eis llrresponsibilityalal building tlbridging h Ihrg such plywood W'eallirg(TC)eneor drywallBC), re g 3 3.a[wart brtlg g Were,.p re 0fO,e respective mown.. �.�' III! d.llo met load WReppheal ny p"nent uny after Mh Ire am d.Installation ol4uses the responsibility Idle respectve cowed., fl fl L- SE4. : K?85816? fasteners are complete anal no time should any loam greater nan 5.Design assumes tosses are to be medico mr.w,maiweemaonmen, and TRANS ID: LINK design beds be walled to any component. oeoio swm.mran..5050 e. m 010 has no co nlml over amassumes m reeppnne nN.rot the 6.Deana s Mlheal.g at al supports WWD.Shim or wedge it RENEWAL DATE: 12-31-2021 labrkanen.nanure.shipment anti Installation of components. esignaTs. ]oalisnlatbeloca don orainaceispromd.a. June 10,2020 I 6.TpinwCA inSCs Si,copies fnOo the wllme fu:nshe po ry 0.Onessshateabh col cagel,Eyes. ollrvas,aM pUwdao heir unler I TPIM/TCA in BCSl,espies of which will be NrnWetl upon iequeal. Urea coincide site lolnluMerniche. I 9.F,Digits indicate e01 oplte e in des nVal MiTek USA,Inc lCompuTrus Software 7]OSP3(1 L)-E TO.For basic connected pole decor valuea.ee E6R.1311.ES8.1 gB8(M1iTe4) This design prepared from computes input by 3P :.UMBER SPECIFI'_ATIONS TRUSS SPAN 5'- 0.r POND. 2: Design checked for net{-5 osfl uplift at 24 "ot spacing. TO: 2E4 RUDE 8168TR LOAD DURATION INCREASE - 1.15 • BC: 2E4 ROUE #15PTR SPACED 24.0" O.C. Design conforms to mar n windforce-resisting • system and components and cladding criteria. TO LATERAL SUPPORT <= 128OC. DON. LOADING RC LATERAL SUPPORT G= 12"OC. VON. LL( 25.0).DL( 10.0) ON TOP CHORD- 35.0 PSF Wind: 120 mph, h=15ft, TGDL=6.0,BC DL=6.0, ASCE 7-16, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.e, MWFRSIDir), TOTAL LOAD = 45.0 PSF DOL=1.6, 8=45ft, L=5ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads Snow: ASCE 7-16, 25 PSF Roof Snaw(Pal in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I-1 Gable end truss on continuous bearing wall DON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2016 AND IRO 2018 NOT BEING MET. Refer to Com050rus gable end detail for BOTTOM CHORD CHOCKED FOR SOPS? LIVE LOAD. TOP complete speriIications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Truax designed fox 4E2 outlockers. 2E4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 12 Outlookers must be cut with rare and are 1,00 1--"- permissible at inlet hoard areas only. M-3x6+ M-3 x M-3x6 o 0 6.1 _� ' g LLLLLL' M-3x4 L_'/ y y Y 2-05-12 5-00 �c�5) PROFFS,_ ,c, �GNGIN6F9 /O4y 4- 89200PE 1 JOB NAME : J-2759 STONE BRIDGE — G3 Scale: 0.6826 w 4.� WARNINGS: GENERAL NOTES. unless otherwise noted: I �� • 1.Balder end erection contractor should be advised of MI General Notes 1.This design is based out.upon the parameters shown and is Tor anlnavidual Truss: G3 and Warnings belore constructionea beading component.Apptcability of design parameters nd pnd Prot., 2.2,J p b bracing t b installed wn N .. incorporation fcompo r theresponsibility of the hulking designer OREGON �� m stability during construction 2.Design nth top and bout chords Mn laterally braced et ! LL 3.Aded Itemporary tl B N g 4 d �N A% Is the p 'b lry of u Addf tip lob 'n f z a at respective.. k braced )a or dryw tNCI, bracing r h color n plywooda ne lwheree) wn amv+geel. /O a 4 a t1Q "}- DATE: K785 16 m loadshorlderall beeDged responsibility openhebeaga designer, 4.vlawdbruping ssslokresponsi bracing ny Vied wnereswwn.a L Rit1U a.No ene sore c be complete an at any lime should ama after toads l eater hum S.Design i assumes of ry bassess the responsibility in a neepc4us wmndo[ p� S EQ. : K7858168 fasteners are wmplek dodo no lime mdvlo any loads greater man S.and are or'drybuceion ate'due.used manan<oneahe environment MFRRtt-\- eealan loads be applied m any compo toot. and am for wnaApri dried, �l TRANS I D: LINK S.eempwma nasty control over and assumes no r..panmaaitr for me 6.Design assumes full bearing at al supports shown Shim or wedge if Abnratmn.handling, components. nece•dam ie.enbmemaothelalloatinarwm Pe9gnaweme¢adequate dondrainage apruss,a. RENEWAL DATE: 12-31=2021 6.This aeagnl¢Nrnkned subject tolimitations set upon r 6,pbtessM1apW located on both feces of truss,and placed w their«nter TpNNrCAIn BCSl,copies al which will he furnished upon request. Imes coincide size of f plate lines. P.Oreesbaiwmeke"(lWk'mhrnal June 10,2020 MiTek USA.Inc.ICompuTrus Software].].0.5P5(1 LIE 10.For bask connector plate design values see EBR-131 t,ESR-1 sea(Weir) This design prepared from computes input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 8'- 10.0" IBC 2018 MAX MEMEEP. FORCES 4WR/DDF/Cq-1.00 ' CC: 2n4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 63 2-6=(-13) 315 6-3-10) 203 BC: 284 ROOF h166TR SPACED 24.0" D.C. 2-3=1-527) 53 6-4=(-13) 315 WEES: 254 FDDP STAND 3-4-1-527) 53 LOADING 4-5=1 0) 63 iC 1.ATERAI, SUPPORT <= 12"0G. VON. LL1 25.01.DL( 7.0) ON TOP CHORD- 12.0 PSF BC I.ATF,RAI, SUPPORT <= 12"0C. '90N. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA CVER:i).NGS: 12.0. 12.2" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0 -44/ 648V -51/ 51H 3.50" 1.04 KDDF ( 625) Cs-1, Ce=1, CC=1.i, I=1 8'- 15,0 -44/ 648V 0/ DH 3.50" 1.04 KDDF ( 625) M-1.5x4 or equal at note-structural vertical members (uon). L?MITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQDTREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. bows. 2: Design checked for net1-5 pod) uplift et 24 "or. epacinq. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-1/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -I.- 0.0" Allowed = 0.100. MAX TL DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.002" @ 9'- 10.0" Allowed = 0.100" • MAX TL DEFL - -0.003" @ 9'- 10.0" Allowed - 0.133" 4-05 4-05 MAX TC PANEL LL DEFL - -0.D23" @ 2'- 4.3" Allowed - 0.36'9" T 1 ' MAX TC PANEL TL DEFL = 0.042" @ 6'- 3.9" Allowed = 0.464" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05 5-05 T { ,( MAX HORIZ. LL DEFL = 0.002" @ 8'- 6.5" MAX PORIZ. TL DEFL = 0.003" @ d'- 6.5" 12 12 8.00 V 11M-4x4 Q 8.0D 4 0" Design conforms to main windfooce-resisting 3 Al66 system and components and cladding criteria. M-3xb M-3x6 Wind: 120 tnph, h-15ft. e .2,ECDL=6.0, ASCE 3-16, (All Heights). Enclosed/Ps. Open, Cat.2, Exp.P, MWFRSID_lDt aill/L1044 DOG-I.6, E-45ft, L=9£t, E=4ft, Gable/Hip, Common, Truss designed for wind loads M-1.5x4 / M-1.5x4 in the plane of the truss only. / Trues dam for 9x2 ade on ke.rs. 2x4 let-ins same size of the size and grade as structural tap chord. Insure night fit at each end of leL-rn. Outlookers must be cut with care and are M-3x6 M-3x6 permissible at inlet. board areas only. 41 ci g[ -io se J< ® -a 2 1e 6 WM/ p O M-3x4 M-1.5x3 M-3x4 l Y 4-05 4-05 (((�� {V__F_ (+ y 1-00 y 6-10 y 1-00 y � ��^INE. /0 V 9V f9 Q 89200PE JOB NAME : J-2759 STONE BRIDGE - H1 Scale: 4111P/0.4845 ice: WARNINGS: GENERAL NOTES, WNea ethane.noted 1.Builder and erection contraclor should beaO✓s 1.This edonellGeneralNotes dealgn Ia based onyuponthe parameters shown and is for animivreuel OREGON Q Truss: Ni and Warnings below conurullon wmmerrea. buWnO component.applra0lly of&elan parameters and pauper l w e /., 2.210 eompreaabn web bracing meal be installed where show".. Momenta/tn.,component Is the reepseabltly of building designer. (� 2`' 2� �, Additional 3.Analbmpo,a0 bracing insure ng to reatebl0y w Wring z.Deepnauumea Me r 6 o.and at10'we respectively urhn braced mmugnommeblengibby bane nnnum Gteraa to be laterally braced at , is tie responsibility.el erecter.Additional permanent bracing of 1 4 a continuous aheaeong such as*wood aired bgnOq and'er eywalgBC). DATE: 6/10/202 D the overall suuclnre Is the reapaminwy Dame budding aesgner. 3.2v Impact meting or lateral,espoe ng required where mown ra ERR'0� a.No load sherd e,eo 6e applied to any r,on Chem until aver en bracing en a.sN lseNsunoes re the responsibility o nne reepecrxe contraalur. SEQ.: K7858169 fasteners are complete and at no tome should any bade greater man 5.Desgns ea trusses are ro be used in a nelwrrosNe environment TRANS ID: LINK design loads be appliedro any component. 6 and are rord,y sushi dl i.0 supports amwn Shim dr wad u • 5.Cbrputrn.hea conlrnnenle and esSumesneArepensibir„tor the nec.saes ea bearing RENEWAL DATE:12-31-2021 Wbricalischandan peen perents T Rai y um .1 g.cent. eleI the °l cum Design assumes adequate drainage re provided. June 10,2020 fi.Tye designrr Wmistedesot subpar me llmlunrns set forth by a.pates shall be mmtedenmmh reeee°Items,and placed sic meld center TPIMTLA In SCSI.topes al which volt.be Unwired upon request. Imesroinnde wee pint center lines. 9 ppremeedle see of plate in MiTmanes. • ek USA,Inc/CompuTrus Software]].0-Sp3(1LI-E la basic tremens pare design VAN.see 5654311,E5R-1988(MITek) 1 This design prepared from computer input by op LUMBER SPECIFICATIONS TRUSS SPAN B'- 10.0" IBC 2016 MAX MEMBER. FORCES 4W12/DDF/Cq-1.00 a TO: 224 BODE i1&BTR LOAD DURATION INCREASE - 1.15 1-2-1 01 63 2-6=1-13) 315 6-3-101 203 BC: 224 RPM 11156TR SPACED 29.0" 0.0. 2-3=1-52'11 53 6-9 -13) 315 WEBS: 2N4 RODE STAND 3-9=1-5271 53 LOADING 9-5=1 0) 63 TC LATERAL SUPPORT <= 122"00. EON, ILj 25.0)I1/L1 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. DI, ON BOTTOM CHORD = 10.0 IMF TOTAL LOAD = 42.0 PEE BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA OVERHANGS: 12.U" 12.U" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 ME Roof Snow(Ps) 0'- 0.0 -44/ 648V -51/ 5111 3.50" 1.09 MU ( 625) Cs-I, Ce=1, CL=1.1, I-1 B'- 10.0" -44/ 648V 0/ OH 3.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2018 AND IRC 201E NOT BEING MET. SND. 2: Des1 or checked for net(-5 osfl uplift at 29 "Po soacino. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IBB AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.002" @ 9'- 13.0" Allowed - 0.180" 9-05 9-05 MAX TL DEFL = -0.003" @ 91- 10.0" Allowed - 0.133" "- 4 9 MAX TC PANEL IL DEFL = -0.023" @ 2'- 9.3" Allowed - 0.389" MAX TC PANEL TL DEFL - 0.042" @ 6'- 3.9" Allowed = 0.464" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3.00 V IIM=4x4 .718.00 MAX HORIZ. LL DEFL - 0.00224 @ 8'- 6.5" 9.0" 3 MAX HORI Z. TL DEFL - 0.003" @ 8'- 6.5" I\ Design conforms to main andf pace-t es fisting system and components and cladding criteria. Wind'. 120 mph, h-15ft, TML=9.2,BC➢L=6.0, ASCE 7-16, (All He dhts), Enclosed/Pr. Open, Ca L.2, Exp.B, MWFRSID_e';. 90L=1.6, B=95ft, L=9ft, E=4f L, Gable/Hip, Common. Truss designed for wind loads in the plane of Lhe truss only. O/- / _ _ 111111111. yCJ JZ 6 I•Mg I O co M-3x4 M-1.5x3 M-3x4 l L j 4-05 9-05 1-00 8-10 1-00 tc�'�� NGP F9 s/0 9 , ..89200PE l JOB NAME : J-2759 STONE BRIDGE - H2 Apit/r .-- Scale: 0.5345 WARNINGS: GENERAL NOTES, unless omemee Mot 1.Bulger and erediwcomracter should be advised oranGeneralNMes I.Thlaaeagnisbawd only upon lM geometers shownaMistIranAarviawl y OREGON 1[r Truss: H2 and Warnings before senelS1tWncommences. bulling component.Appk151ilty or design parameters and pupa G k /` 2 2x4 compression web bracing mud be installed where shown. Inwrporelion of component Sibs responsibility of Do building desgn.,. a.Additional temporary bracing to mouse elabiy during mnalrudldn 2.Design asaumea the pap all bonum chards m be laterally brscea a /�1 1Y1A 20� �'4 air length by re me responsely or Me rector.Additlonalpermanent bracing el a ant.c. MIDhin.respectively aseM unbw bacengITC)lrutlldossetECI. (� Y. DATE: 6/10/2020 me overall structure Mite nawnamm uhe building wal naminuact sheathing such as plywood anwmdy(Te)anmm aylaNeq. iiia��s ryU designer. a.2x Impact bridging or!Natal bracing required whets shown.. 67.3RI S EQ. . K7858170 a.Ne leaam„md be applied to any component"tali ens ell bracing end S.Installation attruss lame reapoekeiry of thenrewed0000 environment, eI a'. tagenets are complete and at no time snaukl any loads Neater Man evgn aewmea usseum use a onwnzNe environ bass be avpiiea ea any wmpureni. ans are for wMltIon"ofux. assign TRANS ID: LINK 5.ComnoTna. no ponied oyes and assume,norespnnstmeNMto's 6.o:='gnauumeamBbemingataBwpaenaerown.Shim aw.dg.ir RENEWAL DATE:12-31-2021 re1ri0tmon,a ndlie gnarly. sh001ueM II HeIsitali,swmponenm. a.Pbt.SShsubttaledan oglacefofSoo.a. June 10,2020 s.TnisdeCAin BOST cop ss elMichsl'mie terms sal upoby 9.PlIneates coincide belled an bog aces of Soo.and placed so lMir caries TPIMRCA in BLS),copies el which will be Nrnishetl upon matinee ONIt coincide vsin lze oi pat in inches. 10 9a:b indicate n e'Ictor oh to i can values MiT¢N USA,Inc!Go mpuTrus SoRware 1.J.O-$P311 L)'E IO.For baalc connector phis tlasign values sea E4R-1N I.ESR.19B8145Teq This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 0'- 3.5" IBC 2018 MAX MEMBER FORCES 419P/DDF/Cg=1.00 l IL: 2x4 WOOF 11151STR LOAD DURATION INCREASE m 1.15 1-2=(-460) 52 1-5=(-12) 273 5-2=f 0) 187 BC: 204 EODF 1110ETR SPACED 29.0" O.C. 2-3=(-354) 57 5-4=(-12) 273 3-4=(-482) 46 WEBS: 204 PIMP STAND; 3-4=; -16) 70 206 RODE SS A LOADING ILI 25.01+DL( 7,0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -40/ 508V -40/ 40H 3.50" 0.81 ODD? ( 625) LETINS: 0-00-00 22-00-00 Snow: ASCE 7-16, 25 PSF Roof SnoW(Ps) Br- 3.5" -43/ 525V D/ OH 5.50" 3.84 ODD? ( 625) Cs=1, Ce=1, CC=1.1, I=1 I� LIMITED STORAGE DOES NOT APPLY ICE TO THE SPATIAL FOND. 2: Design checked for net1-5 psf) uplift at 24 "UO spacing. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/18D BOTTOM CHORD CHECKED FOR I0PSF LIVE LOAD. TOP MAX LL DEFL = -0.013" @ 6'- 9.0" Allowed = 0.377" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - 0.015" @ 6'- 9.0" Allowed - 0.503" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.002" @ 7'- 10.0" 4-05 3-10-0B MAX HOR10. TL DEFL = 0.003" @ - 10.0" ' ' �r 4-05 2-01-08 1-09 Design conforms to main indforce-resisting T T T T system and components and cladding criteria. 12 12 Wind: 120 mph, h=ilft, TCDL=4.2,BCOLm6.0, ASCE i-16, 8.00 17. Q 8.00 (All Heights), Enclosed/Pr. Open, Cat.2, E%p.B, FEVERS(Hit), IIM-4 x4 DOL=1.6, 13=458t, L=Rft, E=4tt, Gable/Ilia, Common, Truss designed for wind loads 2 4.0" in the plane of the truss only. \ M-3x9 i �j M (--- o.4- 05 oIrg I I I CBI 5 ►�q C. M-3x4 M-1.5x3 M-3x8 k ). Jr' 4-05 3-10-08 n p y 8-03-08 y ��Q,tiD PRaFFss ,, �NGINEF'9 �49 Q 89200PE• JOB NAME : J-2759 STONE BRIDGE - H3 Scale: 0.9701 WARNINGS: GENERAL NOTES, uNesaothawue noted: 1,Budder and erection connector should he advlaed of all General Notes I.tole Magee based only upon the parameters shown and is Mr en ingtwdml q OREGON Truss: H3 and Wammps before mnnucnnncommenms. building component.Applicability or desgn parameters and MM.', p must be Installed where shown., Incorporation oloomponent 4 the responubilny Mina bustling designer. x.zN4wmprecsirnwebmadn �d g i 4 20� P a AddAional temporary bracing m insure stability during construction �.Desian assumes me moans bottom clordsm be elenip bocce et u line Des sent of erector.Adtlhbnel permanent I 25 o,c,and al ltl c.c,re,peclIvely unless braced throughout thepeeN;teng ruby ponsi ryo permann ,go continuous sheathing such as plywood aneeth0gfoLl aaro,dmeN(BC). Q DATE: 6/10/2020 rid overall structure isms respnnsm,Yty of Molding designer. 5,is Impact bridging or lateral required where emwn•• E'F7 RI - SEQ. : K7858171 4.Na lead enebided be mleeiadm any o component any loner all Moons and 4.hrw9nlassumeairuasses rue m be used in a anon�,one.e enverrlonrrnem, fasteners are complete and et no die ennlll am loads greater s.Bev eesrpn loads be manned to any component and are fur cvMalorf al uw. TRANS ID: LINK 5.CompuTrus has numolml over and amumeenorenponsa4eyerthe d.DesigDa,damenmNbeadrgmall,appnrt„Iwvm.Snlmarwedeed RENEWAL DATE:12-31-2021 fabrication,ha^dlvg,sopment end mslelahon of components. Dec nary. .Design assumes adedonaothl drainage ertuasprovided. June 10,2020 p.Tnis PIANTL^n rCSielndes of whinel to Hoe Sleafurnsset forth bye.aHscinalle with anberImess of nuns and placed so their center rPIMRCA In BesL copes of which will be furnished upon reWeW. lines coincide with pimct inches. 9.Digits Isdico n slue phobic in iun seines e i hAITBk USA,Inc ICOtn pllT fr135dnWeRlr.O-S P3(1L}E II.For basic connector gab deagn vi1ve66ee 158.131I.E5 R.1989fNie Nj II This design prepared from computer input by a SP • LUMBER S1'ECI FTIAt IONS TRUSS SPAN 7'- 3.5" IBC C018 MAX MEMBER FORCES 416R/DDF/Cg=1.00 TC: 2,1 6 RUDE 10BTR LOAD DURATION INCREASE= 1.15 1-2=1 -43) 146 5-4=1-52.1 114 1-5=1-1531 78 C: 2X4 DD? 1ABTR SPACED 24.0" D.C. 2-3=1-187) 86 5-2=1-2151 91 WEBS: 2x4 ODD? STAND: 3-4=1 -18) 58 3-9=1-2E01 105 2x6 EPEE SS A LOADING L11 25.D1+11/L( 7.0) ON TOP CHORD = 32.D PSF T_' LATERAL SUPPORT <= I2"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ORS AREA BC LATERAL SUPPORT <= 12"OC. OUR. TOTAL LOAD = 42.D PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES- 0'- O.D" -35/ 439V -49/ 39H 5.50" 0.70 KDDF ( 625• ',ET INS: 0-00-00 2-00-00 Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 7'- 3.5" -38/ 467V 0/ OH 5.50" 0.75 KODF ( 625• Cs=1, Ce=1, Ct=1.1, I=1 4` For hanger specs. - See approved plans :LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2010 AND IRO 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL KEEL = -0.064" @ 3'- 6.7" Allowed = 0.309" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.039" @ 3'- 6.7" Allowed = 0.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI Z. LL DEFL - C.001" a 6'- 10.0" 3-05 3-10-08 MAX HORSE. TL DEFT = 0.001" @ 6'- 10.3" T 4 4 3-05 2-01-08 1-09 Design conforms to main wr ndforce-resisting f 1 1 T system and components and eladding Criteria. 12 12 Wind: 120 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-16, 8.00 V ' 8.D0 (All Heights), Enclosed/Pr. Open, Cat.2, Esp.B, SOIREE1Dir), COL-1.6, B=45ft, L=7ft, E=4ft, Gehle/Hip, Common, ISM-4x4 End vertical(s) are exposed to wind, Truss designed for wind loads 0 4.0" in the plane of the truss only. �T I I • M-3x4 M-1.5x3 o yin A f y 544 M-3x4 M-3x8 8 ) 7-00 .1 ) ' ' .,A,W) PROF& 7-03-08 sl Gl1 N4 4s) vc0 JOB NAME : J-2759 STONE BRIDGE H4 ale: 0.4563 WARNINGS: GENERAL NOTES, unlessagerxlee noted. CI fr 1.Builder an<warn.canlraeoasnedd be advised of all CeneralN°les I.This dealer is based only upends parameters shown and infuserMrvidual 74. OREGON 'Q Truss: H4 and Warnings before conenuction commences. biding sompomM.Applobilit el daaipn parametars and paper .a�- an 2.ba compression Webbeaurn must ben.18Bed where shown.. incorporation of component la tee responsible),of the bulling Qslpnan -Y/ d a.Ammons:temp°mrcerawatoleNI ISeldyPorinaeonebwnon x.Design Snumslne top and banomcMNsmbebkoeetrn Pat �O 4 y 14 o P-} - istnereeponeiblwlyeltheereclonAdawnmperme^ambrain f zeO,ueu:to anal aeahingsuchc. aN.NuoodseacadfrC)anlordryreir el)BC).ngth 59 g° selcpaulaciging ardWrasac�ee aired lyre alw re+ b(BC). 1 V DATE: o/_C/2020 Na arse veered structure is the to any bmponegly ne Cuomo ealter l traciin S.la Impact ellloseas the ieeonteral eibillyng of the where anewr.. �+R R,a�� SEQ. : K7858172 a.Nanaaearuee:ele I It no lane wry loads aand S.Dwurnutssst aesere to be used jet eapcaroaeenacmn. hslemrc are camplale and al no this snood any beds greeter lean S.D.tiB^aesumasnusea ere to be ma ronwrrosve orvironmenl, design loatls be angled to any component_ and a,a ton"dry condition'ewe, TRANS ID: LINK 6.CamppTnpe has np central over and assumes mreepanslbgmyN,Ne P.Design...am.slull bearing atab Sapped a n. ww6nlmoreredgeir RENEWAL DATE:12-31-2021 labnolran,handling.shipment and neralulln of cempemms. necessary. T.oeagnaawmeeamdueneothfac.kpIrass,an June 10,2020 6,Tnisdecn'5 Banished copes or subject h e MI be s set hed upon yr 9,pbs onim:dete,shal woolen on both truss,and planed so their center TPUW(CP In GC 51,c°plee°f which will furnished upon request. lines wlrrc'de with pint ate:n Noe a. • 8.Fe.S loiters size of plate eeRc es. IATek USA,InulCompuirus Software 7.7.0-S1.3(1L1£ 10,Far bask connector plate design values see ESR-1511,ESR.1908(NrTela Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 71 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury • • • r�� Dimensions are in ft-in-sixteenths. • I. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BC$l. • • • 1 rr 2. Truss bracing must be designed by an engineer.For 0'/16 111611PAI/2 wide truss ui spacing,cn,individual alter lateral braces themselves may require bracing,or alternative Tor I Obracing should be considered. 2 O 3. Never exceed the design loading shown and never • 2 O stack materials on inadequately braced trusses. 0 O O o O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cl-s CO.? css r designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 'JIG"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1, "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that "I. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber valuesor less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. +AMMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. —� 18.Use of green or treated lumber may pose unacceptable ►� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 20.is not sufficient. BCSI: Building Component Safety Information, I j ■ Design assumes manufacture in accordance with • Guide to Good Practice for Handling, 'Tel(' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate r Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Client: Date: 6/19/2020 r: `-",f"—'f;' , �p?Page 1 of 1 Tao` 1 g 6 L 1®. eal� r ''a L..,.id' isDesI m Adores. Designer: ` ' Address: Job Name: 2759 Project#: 7 LP—LVL 29O0Fb-2.0E 1.750" X 11.875" 2—Ply — PASSED Level:Level """`__ eSFia . .! 3 1 3t a i .t ' (( t t'giasl) r#6;. 3 •L, 1'. 1 IP _ V 9 11 7ii'' rf 1 SPF 2 SPF Iy y "I "I31/2" T6" Member Information Reactions UNPATTERNED lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wnd Const Plies: 2 Design Method: ASD 1 900 1882 2250 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 900 1882 2250 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100'F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SPF 3.500" 82% 1882/2363 4245 L D+0.75(L+S) 2-SPF 3.500" 82% 1682/2363 4245 L D+0.75(L+S) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 7016 ft-lb 3'9" 22888 ft-lb 0.307(31%)D+0,75(L+S)L Shear 3132 lb 1'2 5/8" 9081 lb 0.345(34%)D+0,75(L+S)L LL Defl inch 0.047(L/1S17) 3'9 1/16" 0.176(L/480) 0.260(26%)0.75(L+S) L TL Defl inch 0.084(L/1011) 3'9 1/16" 0.352(L/240) 0.240(24%)D+0,75(L+S)L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.037",Long Term=0.056" 3 Girders are designed to be supported on the bottom edge only. 4 Multiple plies must be fastened together as per manufacturer's details. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const. 1.25 Comments 1 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL Uniform 6-0-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR Uniform 20-0-0 Top 15 PSF 0 PSF 30 PSF 0 PSF 0 PSF ROOF Self Weight 12 PLF Notes Manufacturer Info This component analysis is based on the loads. Louisiana-Pacific Corp geometry and other conditions as entered by the user 414 Union Street,Suite 2000 and listed in this report.The user C respen¢me to ensure the accuracy of the input and the oppiiaacnity ta. Nashville,TN 37219 the actual 0lee.conditions of the a e ter which this (888)B20-0325 component I,intended.This only.s is valid only ter the www.lpeorp.com enoeaoeoeead APA:PR-L280,ICC-ES:ESR-2403, Cepynghl 2e16 All rights reurved by Louisnna Pacific Corp.414 Union st sune 1000 Nashvme,TN 37219 This design is valid until LADBS RR-25783,Florida:FL15228 10/31/2020 Version 18.80.245 Powered by iStruct'" Client Dale. 6/11/2020 Page 1 of2 ' Pruest. Input by: isDesign Address: Job Name: 006009-CALLS Project#: J2 LPI 20PIus 11.875" - PASSED Level:Upper FLoor & € (I t I i� x f I 1, Z , s it " t r, =. ) 111111 1 )A ? is' .rrL" / �r 11 7l8" 1 Hanger(ITS2.56/11.88) 2 D.Fir Jh 16'4 3/4" 'y2 1/2" 16'4 3/4" Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 432 162 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 442 166 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1- 2.000' 59% 162/432 594 L D+L Hanger Analysis Results 2-D.Fir 4.250" 52% 166/442 608 L D+L Analysis Actual Location Allowed Capacity Comb. Case Moment 2347 ft-lb 8'11/4" 3755 ft-lb 0.625(62%)D+L L Shear 587 lb 1 1/4" 1485 lb 0.395(40%)D+L L LL Defl inch 0.27E(L/689) 8'1 5/16" 0.400(L/480) 0.700(70%)L L TL Defl inch 0.383(L/501) 8'1 5/16" 0.800(L/240) 0.480(48%)D+L L Design Notes 1 Provide lateral support to prevent rotation at end bearings and at interior bearings when required by code for seismic design. 2 Dead Load Deflection:Instant=0.104",Long Term=0.157" 3 Fill all hanger nailing holes. 4 Top flange must be laterally braced at a maximum of 5'8"o.c. 5 Bottom flange braced at bearings. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments 1 Uniform 1-4-0 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF Manufacturer Info Huttig Building Products Notes rods component anaty. is based on the i°ads. Louisiana-Pacific Corp 8100 SW Hunziker St.,Oregon geometry and other conditions as entered by the user 414 Union Street,Suite 2000 USA and bated m this report.The user Is rasp°ntlu=m :„re the accuracy or the input am the applicability m Nashville,TN 37219 97223 thco actual cons ride m the structure s For only this www.pcerp. o Ill component as.Intended.rodsanaty«sr band pinyh the (888)820-0 25 m product listed. APA:PR-L238,ICC-ES'.ESR-1305, STIG opvdgbt Union Al ngna reserved by towb ena pacer`C 414 uabLADBS:RR-25099 Florida.FL15401 ore. n St Suite geoo.rvaabwgnr , e.re9 This assign is valid until Fri L DING PRf2UUCTS 10/31/2021 Conshunlre 5-:ntians Slrrca 1f63 Version 20.40.075 Powered by iStruct'o CSD I asisa est:.: • Client Date: 6/11/2020 Page 2 of 2 Project: Input by: isDesign Address: Job Name 006009-CALLS ry® Project#: GLB Rosboro 24F-V4 5.500" X 21.000" - PASSED Level:Upper FLoor i �l �= t -I' 4 2 3 r„ 1 oar,., n, 1r, . -.. -4y. g.t riv tro+Werf < 'v i i i".:'4, Rn tmre a i' =:.�# 1'9" 1 SPF 2 SPF Ij 20'4" f-/51/2" 20'4" Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wnd Const Moisture Condition: Dry Design Method: ASD 1 8859 4901 0 0 0 Deflection LL: 480 Building Code: IBC/IRC 2015 2 5236 2649 0 0 0 Deflection TL: 240 Load Sharing: No Importance: Normal Wet Use: No Temperature: Temp<=100'F Deck: Not Checked Bearings Bearing Length Cap. React DIL lb Total Ld.Case Ld.Comb. 1-SPF 7.250" 81% 4901/8859 13760 L D+L 2-SPF 5.500" 61% 2649/5236 7885 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 57029 ft-lb 6'10" 76971 ft-lb 0.741(74%)D+L L Unbraced 57029 ft-lb 6'10" 76971 ft-lb 0.741(74%)D+L L Shear 10842 lb 2'33/8" 20405 lb 0.531(53%)D+L L LL Defl inch 0.302(L1770) 9'8 3/4" 0.485(L/480) 0.620(62%)L L TL Deft inch 0.465(L/501) 9'8 7/16" 0.971(L/240) 0.480(48%)D+L L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Top braced at bearings. 3 Bottom braced at bearings. ID Load Type Location nib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 6-9-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Part.Uniform 0-0-0 to 6-10-0 Top 330 PLF 550 PLF 0 PLF 0 PLF 0 PLF 3 Part.Uniform 6-10-0 to 20-4-0 Top 30 PLF 80 PLF 0 PLF 0 PLF 0 PLF 4 Point 6-10-0 Top 2260 lb 3767 lb 0 lb 0 lb 0 lb Self Weight 28 PLF Notes Handling 8lnstallalion Manutacturer Info Huttig Building Products It re the responsibility of the customeraw m ane I.Engineered wood productsm s mu not beor drilled. Rosboro 8100 SW Hunziker St.,Oregon contactor to ensure the component suitabilityof me Damaged produnswe not be used. Spnngfield,OR 97477 USA intended application and to verify the dimensions and 2 Refer to the lams version or the installation guide for (877)457-0139 97223 loads c°nawroen details hole specifications mWtipk- En ineered Wood Products tomemh°'°°"^°eti°cis anti handling guidelines WOW �� 9 3.Provide lateral support at h°shog points prevent APA.PR-L27 tom S:R-L275,ICC-E ESR-1940 TIG t.Pry service conditions.unless noted otherwise lateral displacement and rotation. 2 No Vestment with fire-retardant or other strength- d.For flat tool,provide proper drainage to preve^I reducing chemicals. pont% INUILu7Na YFOf71JC"r3 This design is valid until 4124/2023 Cor.+vuunra SPiurrna since 1be5 Version 2040075 Powered by IStruct'" CSD I•isdloe tier.e. SEE INSTALLATION GUIDE FOR APPLICABLE DETAILS mLP soup Stan ON BNPO JOWWD R'E.s Y A O YO ILY1,01 t r B WOO:M@tl[s/Pw0 El.4NLEP OOA/ �� DESIGN LOADS .. FLOOR ROOF °1 ••ia .� �. -^°"�' °r,i ?Illl^IN Ff lli;fl: LIVE LOAD JO PSF WELOAD N/A .s:i:°' ..... OEAOLOAp Th PSF mom N/A r / No " �� 'I�.. �—'�� Ulan u:l` P_FiEUEI E«N JAI qi l' . n. ar w w...m...• o O�R® aX ALL 1. LI-- n ea MF r�9LUa W urt o s/i LVL L.4 � yo C.) 85 n 1- -I Cf) o Doa , cc 0 DID LO N.- V/Q Q r _ i j 2-5e N CC W 1.11 � I. I sE � Ync rN N )� ILL ~ I LiJ I . I ' 'm F V i `c i FZ �U_Q O W O Q Li „iw Et F GUS 22 21 J O. O ./y' a ¢Kilt M 600:4,,na EEEN IC'14 CD D 1 Z L.A xoj FlELD 3REPX -� 1 .... sx ei / JADI �' JOISTS 0 BEAR • • ''' /w. bee..:...�m.es✓�... ar ra x . .. DATE OF DESIGN P— El ITszss/It.6E 06/11/20 f ..�" I " LttF7 DATE OF REVISION -cc Ipl +q, ;e,u 1 1;L.:, r _I 0 --------------• 06/25/20 z u,/,aL __ -... ^^ ^ DESIGNER E Al L„ APH w ./� - — xUIDGOESWYINUNEER /' 006009 Au 1 k '`: N`"=J UPPER FLOOR I-JOIST PLACEMENT PLAN `a 1 . a +. FLOOR JOIST TO BE 117/8LPI200 @24OCTYPICALU.N.O__ _ , ORIGINAL PLAN DATE TE •M1`2 a ,,,B,a NOTE THIS P_'N Is v1LID FOR ENGINEERED W000 PROD1KTS ONLY AS PROVIDED BY HOP 06/0520 j I -� 1 . . HUT 'IG BUILDING PRODUCTS Con «diveSo1uUonsSimsMS MATERIAL LIST UPPER FLOOR HUTTIG# 006009 PACIFIC LUMBER&TRUSS CO. (BEAVERTON, OR)—JIM A. STONE BRIDGE HOMES#2759 MARK TYPE QTY. SERIES DEPTH LENGTH J7 I-JOIST 6 LPI 20Plus 11 7/8" 11' J6 I-JOIST 13 LPI 20P1us 11 7/8" 12' J5 I-JOIST 5 LPI 20Plus 11 7/8" 13' J4 1-JOIST 2 LPI 20P1us 11 7/8" 14' J3 I-JOIST 1 LPI 20Plus 117/8" 15' J2 I-JOIST 23 LPI 20Plus 11 7/8" 17' J1 I-JOIST 5 LPI 20Plus 11 7/8" 18' N/A TYPE QTY. SERIES DEPTH SPACING - I-JOIST BLOCK 24 LPII8 11 7/8" 24" O.C. N/A TYPE QTY. SERIES DEPTH LENGTH - RIM 9 1 1/4" 1.35E LSL 11 7/8" 16' MARK TYPE QTY. DIMENSIONS GRADE LENGTH** B10 LP LVL BEAM 2 1 3/4"X 11 7/8" 2.0E 4' B9 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 5' B6 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 10' B3 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 14' B2 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 18' B8 LP LVL BEAM 1 3 1/2" X 11 7/8" 2.0E 8' B7 LP LVL BEAM 2 3 1/2" X 11 7/8" 2.0E 10' B4 LP LVL BEAM I 5 1/4" X 11 7/8" 2.0E 14' B1 LP LVL BEAM 1 5 1/4" X 11 7/8" 2.0E 21' B5 LP LVL BEAM 1 5 1/4"X 14" 2.0E 14' CAMBER TYPE QTY. SERIES GRADE LENGTH STD. GLU-LAM BEAM 1 5 1/2" X 22 1/2" 24F-V4 21' N/A TYPE QTY. SERIES MANUFACTURER N/A HANGER 70 ITS2.56/11.88 Simpson -- - HANGER 6 MITI1.88 Simpson - 1 OF 1 • i ,;,'' .fqiiPZintgeiee.Ri.iioetsVf. Dean,Hole Details ii••.,,,;`,;;;Let".„:2-:',-„__„,;';iiiiii;=,",,;1 1 i,11 i;;,11,;„, Roof Details ,11 E, Handling&Storage #' Web Hole Detmb „ „ ' LVILit4-i!SitLS4,-setl ;11,,'',•,'..- ;Aipos.zert-tN:t.. ..-........ ,..._LP SOLIDSTART m„,...-- . 13,=,v.....L., ,_ 10---- ,,._, .':,-Z.,'!",-;„q;:t:j; •:. ' i,..—t.,--- , ' „ 1.:,.,, :„.•••gdaviial:• -.1i-- -=1' —......,____ . ..„.Handling&Installation Recommendations i i ; ; r•Th i-A%.:13;InnikeNii.27.1442,tii4 i'; .L RVIla"•;?;;;"''inii';l'Sr,...n.iraiiiiiaitelViiiiii fii "i'''''''''""'"'"''''''''''''";L` ;.•':.22i'l'i - ..- i'l'i 1 W11; .it'LLittSrel=aiitt'r ''''; '' '' - Ns_ list'l'Plilciiii;:iif:P%. . „H.FLESS-PratfeltsS 1. :i L "°'"tiL.ititfiRL„,;..„_,;,&;::;:sinoyforiit'',NLefiteck-RIHRR;ts:5;(:;(:::;S: " ' 4lii" ./L. ie:l.0:: . ii '. ..ii.f :.• '''''' . ;.!:?..,'-442::..:.....,..--,....... 'i '..w.:,. j•13- 4...-.4=0.46,:::,,,RP92::6!...!!!..6...rz.:6.. 3,. .. .1.1 31, 1 im , _. , r,,=',4:=1=4'4". '111,, 1,i 11,"444.." • --,•-dif4,,,,,,!!!,,c!,,c,:::::?::::::::nciN,,;:i.,,,x,,z..,,,,,,,,,.,••,•,,, li I 4, .,,..,,--,-.."...-..4 . , .---,-".---,,,, - ••••••••.....7r7--7, ....g...%.#4... •j,,,,o,.:,,i . " .-.'.7.7::!'"''''' --..--77-.,-,...-.7:;-",---..--0-„±:: ,: - 1 '''" ---'-'"-- -" ,• •• _ m•:::•t;=rf;..!,'. , *.. ,/ 4..„F,',•;1 ' 4:„.,,..,.,..., .V., V• EM. ,-.t-I M- M ' / EIMMIElliffl.4"."-'U11141111U411111:1111,. ,';,:,t•:dab ,,,,i,„: :......:,....‘.....:...7.. ,,,,,,,,,,,,,,,,,,,,,,,,4,,,,r,,,,,,,..,4_,,,,,,,,,__.„:„ f,:!'•:•;'• -• IOWA - • • la-.Cf.' .•,' „•,mila..1 • '.1- .• r.7•7•7•=5E.4,' ..". •'-'"A ' . ---'-'•-'"'••••-'"P - ''''''. • ;:••:'::::...41,... ii,.tr., "i't.:;"'t 'RIP HitiaiZi.,..s;:itiCik .• .:i...Li i " ;'•'-- V132..t..4. ..,:st 7 ,;"7:::!.:„';;;. - . ' is.. . ;go L4-i -.Y.;- iiii - .. 7W=ETT:r....4.:. ''';'-'6'76.6:=4"4."`• T' ' ' ' ' ' :4''''::':':••... 't \trrAt,:.;'‘ 1•S;'.'7.".'IF; ";--' ''' ''''''''''VCaltreEn '-,::!:`;'•!:.'';:';1'i.;; . •inii.." .•' -;10;i:PfitLt7.47..:!==.7.1eii" ,li----'--- '.11'7 totisetyptes4ers it ,,; , ; k;1,,,,,.,;„..,,, _!' '..,,!-r I;g::::". I, .,?- .',••.,•,...-- , .....t::: ,",,-,.2.-----—7;i4;;„,..',...e.o9.5t: , ,„:-.T., . • • ••,'.7..4'!':f;5 •,•;;•1 L1•4; ,1 rU' „•: , ;•••; l'''''' i$ • '' '0.,4' '"'''''' ..... '' Z=4. • :'';;.;r•;, ;;'''',Vi:FNP :111.M. ;•''......• yam wampum; i'!•'"..o..t n•-'trt It.rtl.:1;tt;r:;..:::23:?..a%-•t• f.tr... ;:.• t ' itt,'41.. I .,:'-...e.,:'- ;;.0111V;;:. ; mEn'• - - ' 1;t 11,1 t 1140,...A.;10.----1;•Z tt•.,:' :It tl!t 11 la.-...-- :- '4",ii-j4-7---_ L'It.4;.•, ,,7.,.:1t 4 , , .., 4 i.":.-MINE1111111411111tetip-liP;7-''h 1.-',1470. ''''', ,', 1 ..,:;:...., ' 1 ., ,,,'),:.' '',,,.,:4''Higilir" -•7,,,•••41;•.',,. ••`"":‘•• 1 Lill, -."--.4-='',F,',.i._,,....... .... -i '..... .-77,, .. , „.„ „ ' ':41110 .74/.4 \ 14;•-,*;ri1.1 , Ale....- ; \ ,;:0 T-4 :0•°... ... • -• - ' ' ' '.i' ' :' 1110111.-' :- ,;:,MitilltItakilMigf:h4 .. , ,, ,,1,„„, 4 ,.A.-4-.47. •••,- .„..,,,„,,,,, ..•, „;• ------1-444 ,„:‘•• •,..,•-. 's - , --lp,.... ,..., E, 4 4:04•kiikv,t, 44r ,m,,,tte.:%-r, -,--,4,- -,,, 1.4 - 74., ;4-, 4:4•-, 4,1,i.,,,,,,,,k.,- Aft'":","Vii Ill ,.,,,,„, ;en: ......-..-..--- 1 1 -- II-;"'1.%‘--.1..‘,-----Li L "ii•I; L „ 0-11,IP''';';": =i';Viiir'l"liSt,Ye' :f,S523'..ilftl; i. . n,inait i'iL;"i. - t„7- •,da4.\.t;.;•14;r:1/4.1'. •1; ,,.;,: , )41 11116, ; '..;'07417.4,,,,,O,. '•;0•;;IiPIE:',,• 0$",.•09 3., '',. , , ':';''•''' ''..°77;•NS '\''''' ;.• re:::'41 '' '.' • 4''''''' ''''''' ' ,' 7*"''''' 1 c '." •'',F•' ii''''t; tt :if-LP:':-D. DD—Dere ..t' ee t7 i Eisz littnittiy. Lit'ii,:..:".ii",:-......L.'1 ' - :=!..::::::::::F7.:L.L.=";''''"-- -sem.; • li,6:P;h1 11':0•1{"; • ' ' i.,...1 Li..s."".".'itilikitt.;44,it ! 1 1 I,i;1 i,ii 4.44,4414-4 iiii 7.,.,.1.,uttf:-..:.„ - -1..:7:".7"„.I , :.' ..:=7.177.-_"-:-.. 1 ,.,r;11, „ Floor Details - ' ii i i i i i;' Floor Layout(typical) i; ;;,;j 1 '.„ ''''..-7ii.tLt.Z Stair Stringer Details LP SolidStart LVL&LSL Details ; i; . i 1114:4R Ls; Is;--L"...„;LL" yi,,,,o.„,,,,,,,,, ,- ';;;'i i/;;i 1:;;;,. ,,,iiLLEL--..: MI L .;,.,•.ti,Li a.,-;•,.. sE ti.z..t.r;...sem i ; 121.'Ltt.,.!!!..LLI.'itt.L "" IZI-.L'i ttt!!fil'"PLtiei"" ;CO'-''.`-'1., '.". , SS..'. Mann._ el=v. It''!..t.,. ..!..., !I rat".:3,_htig;.•:, .7. ''.'1r '-. ,tfilii"ttiLLtiii. ,, ÷; ;IllkL.r.;;..s.:•ii /444;i":'.;L..:: . "in;•L; .... 4 A1;4— -t' -.‘",`LE"..,2-6.:-...7:66.6..-..--,=.66'66-36-66':+trrti.."- . ;"; 6, .4,44;....3:- ...,,•---. ... . . ........ ., . ,.-4, ,..0,14,:.., ,. ..... . -.--,:::„:„. -,. •,,,.4 ,,:ik. ,.r...„...-',-- -1;...-, - :2. .,.,5,:vitr'.... . op..-00-0] •-: -.r-..-gook,r. ',,, 001.7006,,, !•,,m,:f,r.T,T,:-:= „..:.....,,.. ,r...---.--',..q,,ii , .. Or:- ...,--,,--'±;;.! ''--,,,LtilA '•'..., 't: . ,'-g.,9:v.at,- - :;'-• '-t-z ,--- , , q.- - - ' "-- f/-----1" '.. • :'' '-----'40",' Igo .-„,•••24:-. • —1 44---'E: -"004„,, \I ----'•',.,:.,,,,, ,- H••'''''E•411111 ''' '' '''''l,„•;;4• ••;;;;;;;:1;;;;;'J''l'''',:=147',[7;*''''''''''''''''"7:7;;'''''.,';'; 1 Or Ti.i;;'' , ,,,am..... L.,=:,";f7.77',..=...; ; =IV' 'L-Y '' .--.. -,_-4t. -;;---....'-----.''-,lor::—."... --. -- '.`... cg......-m OM r......."• • — iiit'fit4 i4tititto--- i:,oi,ttlfirM 4 .i4 If, - 44-4- ,v• L.„-•-, 445 •• I , . .. ....... . .., , _. „... .0014- i .. . ., .„441.*1414 , ',.. ".--:,7. -1'.'." '-"'('-'"•••-• r '1- \ ..'1V-,4.4,4•4•1 .....r, , .0''' .'.r'ti,, '',74;',..}. ' '' ,.....,,,%tr.'-a..'-if.'.''"'. ' ''''j!t:4:::;:. \ 1, 1,,,,.2.1:44,6•Ma-75'''''' -.- :...7,:,...- ,.ai,.....-7. . -- ...,...................„4 ii,; .....se! ! tits. ; '7h...,==.2's . r..L°.`„Fi:;-` i.li..i.;:17-.....a- .x , , '7.-.: ir&R. i NM il", •.•.;:i.'":;?rtits'F.-?.."...tlit5t,t'-'•;';-'-' „ , 0.‘,..4,..:, i ,,..,,.VE,::,,,,,lEDICEP;:)EEDnION4;EW: I z::::::::::::::=. =DA. .."."' ' ''.61,1i1 .11 11§ •:III ;.-,-,:=7::-..'..t.-..n.••:..-........... -Lf•-••.•:.::-..,...--.1H 14.•;1..•••'•:•,. . .- ,iiii00:71 • ,i4;;(21140; Le""*."'"'"-- (' t'.:: it.';',..a i' ',..R • &.2 Re ail;I ;:-.' i.t..1p; i figE17712:.ffi7itliF:i'''' ;;, .4titig .-"7-.7;4 i!f-77;;Liti.;t I;iii:Lrt . ii...',Lotriii•-.. i ' siel'r ' :.=.'..=:.=!-:"-:;<L-s•L'.--.L.'14411''•,.'tie-it's"... ;;;:.Ali' ' ''.er li• • 't '; " '7(t.;74"'i.721 i ',.7.. ii:E3Lie , .;;;;;;;;;; - "e"'-'-e— -ii•iiiiiiiimr''''... .'"-iiitiiii,: „;,..1. i L i,i iii:i.i.S ;i;......-...-.....,------is -4,,,,---.- iim. ;-. --. cm r------- ..........___ ............--.7= --- ,::.. ....„.,:. ,,,,,,,.-,-....-,......-.-...4.- --'''''.F. -7 /n"-• a-,,,,,-....=,,,..,,F=:?,-.-.--... ,,,,,....,,...,,,,I.F.,..,,z,,, --- , ..., -,` i--.7;1-,-,7,77,7,44,,.,,,,€,F,,,,E.,::: ',.. .,,,,,,,,,,,5:4,....,:..-i-..= , ,.,,,,,,-_ ,_ gL.-. ..4trel, • -"- ,....______ , ,_ -i.,, :: ,..,:`4,.:' • _ ,....-7 ,, fte' 4 :':k,,,!:•' •••:r" ' -:' -Alla .;:-;:ji".":;;;713.7-:?..i4-Z--z.1:.•4.7."7±77.4 .17,:742.7 • rniliii 1 ,,._.„ :::-""------"*-'""."----- Er---FS-7474.--=`" , ' '4,64'-',-,---,:rw, -7 tor.00 :, •;;„.:•:,..,..:, ,-, ...„ ..• •.,:•• .,• - _ ; k ....,:.?..._. tF.:-...-4157.:.=--5.,F,..I.F..4:,,-......;=. ; _ . !. :..;-• ,_____,z,_,t,:tr====.7.z..,=...„.. _____L=a=t=7, i 0.,..... ; ••'''''''''''':"- -'-• ;t.r. :•;••=;:-...';',41:15•.F. :=t7st-tz..-.---=-7--•:..t.1 If- .•••'-'.•-• ^i7i::„.:4..t:t•r-.•Sr.7.7:77z...-.:---.411...r.=.....-.---- 1-11,17ty---zit--.7.2, ,.„ill .1,1