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Home My WebLink AboutTRUSS PAPERWORKll� MV[ _^ a Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: MONO —PEAK- MiTek USA, Inc. Site Information: 16023 Swingley Ridge Rd Chesterfield, MO 63017 Customer Info: . Project Name: Model: 314434-1200 Lot/Block: Subdivision: SCANNED Address: Address City: City By State: State 'St. Lucie Coup ty Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: ISOmph Roof Load: 34.0 psf Floor Load: N/A psf This package includes 1 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# ITruss Name Date 1 132521125 1 SWM0040 2/23118 IYIM INC. This item has been electronically signed and sealed by Wert, David, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Southern Wood Components. Truss Design Engineer's Name: Wert, David My license renewal date for the state of Florida is FEBRUARY 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdidion(s) identified and that the designs comply with ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTelrs customers file reference purpose only, and was not taken into amount in the preparation of these designs. MiTek 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 propedy incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. .y sTA?E O� lF�F PptF3YV F{k541ti`tl 'naq i;.X3[i'F. Sa 3i%3i 6;a February 23,2018 Wert. David 1 of l Joe Truss Truss Tyl MONO PEAK svoilo40 MONOTB SONhem VJond Compogents. Moulins. GA 31 T]6 6.2-8 --- D-10.0 6 218 - R 132521125 1x3 4 fx3 II ;x3 = 6 3x5 = 4x6 II LOADING (psr) SPACING. 1-4-0 CSL OEFL. in (lot) Udell Vd TCLL 20.0 Plate Grip DOL 1.15 TC 035 VerdLL) 0.18 7 999 240 TCDL 7.0 Lumber DOL 1.15 BC C.33 Vert(CT) OA5 7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) -0o4 5 this n/a BCDL 7.0 Code FBC2017ITPI2014 Matra-MRH LUMBER- TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x3 SP No.2 REACTIONS. (lbrsize) 1=370/0-3-8, 5=330/Mechanical Max Holz 1=221(LC 6) Max Uplift 1=-586(LC 6), 5=.563(LC 6) FORCES. (lib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-2=-1079/1715, 2.3=573/903 BOT CHORD 1.7=.1869/1122, 6-7=-1867/1122, 5-6=-9931601 WEBS 3.5=.677/1118, 2.6=.5461912 PLATES GRIP MT20 2441190 Weight'. 611b FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2.5 oc bonding. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf, 3CDL=42psf; h=33ft; B=49ft; L=15ft; eave=4ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) zone; Cantilever left exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL=160 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom Cheri live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live lead of 20opsf an the bottom chard in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 586 to uplift at joint 1 and 563 lb uplift atjoint5 This item has been electronically signed and sealed by Wert, David, PE using a Digital Signature. Printed copies of this wrw,.,., document are not considered p��PpO1�°'• ice" signed and sealed and the I�IIF7INC. %fin=�� signature must be verified on any electronic copies. DaridO.lbe3F?r.$;8i ui Inc FLC_:09 87Zi �r¢� rdg<Rg3d. CCm:g,d9. ti0 K++! 8 Nat February 23,2018 A GZ>, WARNING Varelydedgi Parameters, andREAD Named ON THIS AND INCLUDED MREK REFERENCE FAGEMIL><]J IMOW&rs BEFORE USE Design veld for use only ilb MTicm d We design based only upon p Irsshovnadl! a dAdual buldg camponenl notal 5�1 s ryslem.Before use NeMitsgdesignermustverilyNeappllcaDlltydtlasgnparametersandpWarlynadmorslethisdesignIntoNeoverall buflomgdeslgn. Bradngimitated IstopreventbucklingofirdMdual=Ssweb andia,Mommembers only. Addhoseltemporary and permanentbreang Well, is aywayz required for stability and to prevent collapse with posside personal lhury and prep" damage. For general guidance regarding rue fabrication, storage.delivery. eredlon and bracing oftmsses and Wes Writers, see ANSI/TPD Duality enter,DSB-89 and BCm Bullolng Cgmpgnant 16023 Ewthgley Ridge Rd Safetylnformaten available horn Truss Rate institute. 218 N.Lee Street.Suile312.A1exanomLVA2ZH4, Chesterfield, Me 63017 Symbols PLATE LOCATION AND ORIENTATION Center plate on )Dint unless x. Y offsets are indicated. Dimensions plate are ioh sides oftr hs. Apply plates to both sides of truss and fully embed teeth. 0.5tgr It —C ��F,!,,,4x 2,odentation, locate pas 0- ens from outside edge of truss. This symbol indicates the required tlirectien of slots in connector plates. Plate Ioodli details available In MITek 2012D software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown andfor th by text in the bracing section of the output. Use Tor I bracing if indicated. BEARING Indicates location where bearings (supperts),occur. Icons varybut dlo reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIrrPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB39: Design Standard for Bracing. BCSI: Building Component Safely Information. Guide to Good Pmcbce for Handling, Installing & Bracing of Metal Plate Connected W,00d Trustee. Numbering i System 64-8 1 1tlime(Drarons shownl t wale) (Drzwinge not to scale) 1 2 3 TOP CHORDS O WEBS n yy qy 4 L ` h 3 O V u 3p n Z 0 0 � o BOTTOM CHORDS 6 7 6 5 JOINTS ARE GENERALLY NUMBEREWLETTEREO CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY ENO JOINT NUMSERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-IZJ—E"- 35ZFf i 19S . ER-39M%2 2, F 39 . es— r\IAINC, Trusses are designed forwind loads In the plane ofthe truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ® 2012 Mi repel, All Rights Reserved MiTek�A e Welt Engineering Reference Sheet Mll-7473 rev. IG03MI General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury t. MJNmul NatiYly Olxirgbrtrues system, a g. ldxganat or X-datlng aaMaya reguveE See SCSI 2. Tmsbracbugmuetbedlv9redbyanenglneer.For came ever spaang, InmNdual liters! Mertes NemSMves may norl Gating, or aftemalNe Tor I baren, shaWE be comldered 3 NovGe eO Ua desgn batingcMvn and never wet ma@da5 on NadegearelY Greed rweses. 4. Provide cowaa of Nis w59 design m the Wilding al otrreerreveresred ""rer, popery ovrer and 5. our rmmbere to loser tell agvnot eaen Me'. 8 Awe swe on earth rage of loves at Seth law and travel WIN. Knorr aw were at joint mehe, m are regulated W ANa1RP11. Gotten aaurew tmssea call W wibbly potetted men the emlmnerent nowed lh ANS!?P! 1 8 Unless eMenxise noted moisture corm of umWr 9. Umwexpresslymletl,IHswwp 1snotap,I em wry tine retarow preurhae treated. or green lumbel. 10 camberSanon-ativcNral bbnsiderabbn and S ire re$nrwria,cfwsamGlwer Generel'artureeto comber W r deed load denecton 11 Ratetype s'a onenNSen and bcarondimemions n coated are owourn pahr2 n oprernts, 12 Wmber used shall be ofthe Spaces and we, Gtl fipaaft mapects equal W or berer flan met 13, Top shares meat be shea8ed or rvnir5lxonced at Spin yNdienedondesgn. 14. Gotten Gods requve triers! toner, at 18 R SPOT or less, E no wAilg is IMIM d.1. eiriewes noted. 15tom uors net Srorvn are tlo resparrsidlM of eme. fe Do nor Set w after tree member or pate wltheee loner approvilofaner-I veer. 17 LEtalt and load vedlwlN tulles indicated onoewise. 16 Use dgreen or treated Nmber nay pose uewepape ental MpNo peMmaluce r¢ks. cansJlwlN Pored eeg near before Ice. 19. Review ah penews of we d 19 (bent back words and plclwesl befoe ever. Rewerving whues alone PS not elurtent 28. Design assume maMaeturem areords. with PNSmR 1 Deaury croons Destiny Industries, LLC M E663-662-108 Site Address: tbd Building Codes: 2017 Florida Building Code, 61h Edition FL PE Lic. No. 77316 45 Woodyards Cave Rd Parkersburg, WV 26104 12/5/2018 DATE 116120I8 CERT.SO 56 PLANNUNMER NtF12437-NIE461-662-108, APYROCED BY -- - - _ Resources Used: Microsoft Excel for computations; Woodworks Sizer 10.4 for selected beam designs Calculation Index: Design Criteria and Load Cases MWFRS Design Uplift / Truss Connections Headers / Studs / Connections Overhang Design / Connections 1\IF'I INC. ``YYYuuniPT� .. .......... N ; E C,Qts No 77316 =."0: : W` �0 STATE OF : � "ell �4.O R t e is �' Dec 05, 2018 Page(s) 1-2 3-9 10-13 14-25 26 Erik Myers PE, PLLC 11/26/2018 - ^esign-Criteria-ASCE-7-10 - Total Width = 29.67 ft Stories = 1 Module Width= 14.83 ft Wall Height= 9 ft Length = 66 ft Sidewall Eave Height = 10 ft Roof Slope = 2 /12 Foundation Height = 3.5 ft Roof Angle = 9.46 0 Roof Projection = 3.00 ft Sidewall OH = 12 in Mean Roof Height = 15.00 ft Endwall OH = 12 in Min. Mean Roof Height = 15 ft Wind Loads Components and Cladding Wind Speed = 160 mph + Exposure = D Zone 1 -37.2 23.4 psf Wind Pressure qh = 34.4 psf Zone 2 -64.7 23.4 psf Zone 2 OH -95.7 Design Loads Zone 3 -81.9 23.4 psf Floor Live = 40 psf Zone 3 OH -133.6 Floor Dead = 10 psf Zone 4 -44.1 40.6 psf Wall Dead = 45 plf Zone 5 -54.4 40.6 psf Roof Dead = 14 psf Main Wind Force Resisting System Roof Loads Trans Long Roof Live = 20 psf Wall 39.9 35.8 Min. Roof Live = 20 psf EZ Roof -17.0 -17.0 Ground Snow = 0 psf Wall 26.5 23.8 Flat Roof Snow = 0.0 psf IZ Roof -9.9 -9.9 Sloped Roof Snow = 0.0 psf Max Unbalanced = 0.0 psf Soffit Loading for Overhang Positive = 42.7 psf Negative = -51.7 psf a...�w.Ao.. .,.. a� .� PVPROVm BY Fy�UHe N1 NC. & _ psf psf psf psf 1 Design Criteria Wind Speed: Wind Exposure: Mean Roof Height: Roof Live Load: Roof Dead Load: Wall Dead Load: Floor Live Load: Floor Dead Load: Attic Live Load: Truss Reactions Uplift Gravity Vertical Load Cases Roof Level D L Lr W .75(L+Lr) D+L D+Lr D+.7S(L+Lr) .6D+.6W Floor Level D L Lr W .75(L+Lr) D+L D+Lr D+.75(L+Lr) .6D+.6W Building Dimensions 160 mph Length: 66 ft D Width: 29.67 ft 15.00 ft Module Width: 14.83 ft 20 psf Wall Height: 9 ft 14 psf Roof Pitch: 2 /12 45 plf Truss Spacing: 16 in 40 psf Heel Height: 5.5 in 10 psf Slope Factor: 1.014 20 psf Calculated Kh Reduction = Yes Sidewall Matewall Horizontal -586 Ibs -563 Ibs F = 370lbs 330lbs Erik Myers PE, PLLC 11/26/2018 0,701575 221 Ibs 115 plf 103 plf 0 plf plf 162 pif 145 plf -568 plf -542 plf 122 plf 109 plf 115 pif 103 plf 278 plf 248 plf 237 plf 211 plf -272 plf -263 plf Rm iy 48nnmmtt cl fmpn - 234 plf .uvaew&dug 222 plf - 297 plf 297 plf T�""�"°�OB9� ^�• __ _ 162 plf 145 plf INC.IrIM -568 plf -542 plf 344 plf 331 plf 531 plf 518 plf 397 plf 367 plf 579 plf 553 plf -200 plf -192 plf R) Wind Speed: 160 mph Wind Exposure: D Mean Roof Height: 15.00 ft Length: 66 ft Width: 29.67 ft Module Width: 14.83 ft Wall Height: 9 ft Roof Pitch: 2 /12 Truss Spacing: 16 in Roof Projection: 3.00 ft Wind Load at Roof Level Perpendicular to Ridge: Parallel to Ridge: Wind Load at Floor Level Perpendicular to Ridge: Parallel to Ridge: MWFRS Horizontal Loads Trans Long EZ Wall 39.9 35.8 psf Roof -17.0 -17.0 psf IZ Wall 26.5 23.8 psf Roof -9.9 -9.9 psf EZ2a= 6ft Wall Sheathing Suction Stud Spacing = Zone 4 -44.1 psf Zone 5 -54.4 psf 4119 Ibs 2331 Ibs 9153 Ibs 4467 Ibs �, inw MFFRjOVm f Poem IY ilINC. ,,,,� ^• W= 16 in Edge Field 6 6 Erik Myers PE, PLLC 11/26/2018 109 Ibs 12 in o.c. 12 in o.c. 3 Wall 1 Wood Species= SP Sg= 0.55 Wall H = 9 ft Grade = #2 Size = 2x6 Force = 4119 Ibs Stud Spacing = 16 in o.c. Fc1= 565 psi FHS = 29.67 ft Segmented Fc-L Controls Vu = 139 plf Allowable Load = 4662 Ibs OT= 1249-Ibs Qty-= 1-stud Sheathing / Fastening 7/16" OSB One Side with 0.113 " nails Edge Spacing = 6 in. o.c. Fastener Length Field Spacing = 12 in. o.c. L = 2.375 in Allowable Shear = 275 plf >>> PASS Gable End Plate to Top Plate Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 185 Ibs / bay FR= 185 Ibs / bay Bottom Plate to Floor (Sheathing Lap) Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 0 Ibs / bay FR= 159lbs/bay Sheathing to Top Plate / Band (Straps) In -Plane Shear F = 139 plf Uplift F = 0 plf FR= 139 plf Sheathing to Floor Band (Straps) In -Plane Shear F = 139 plf Perf. Uplift F = 0 plf FR= 139 plf Sheathing to Floor Band (Without Straps) In -Plane Shear F = 139 plf Uplift F = 0 plf Perf. Uplift F = 0 plf FR= 139 plf Fastening Options 2 .131" toe -nails / bay 2 #8 toe -screws / bay Fastening Options 2 .131" nails/bay Fastening Options 6 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Erik Myers PE, PLLC 11/26/2018 IYIt'I INC. FI Wall 2 Wood Species = Wall H = 9 ft Grade = Force = 2331 Ibs Stud Spacing = FHS = 43.5 ft Perforated Vu = 66 plf Perforated Design OT= 592-Ibs %-FHS=-0.74 Co = 0.81 Sheathing / Fastening Truss to Top Plate Truss Spacing = Out -of -Plane F = In -Plane Shear F = Fa= 7/16" OSB Edge Spacing = Field Spacing = Allowable Shear = 16 in. o.c. 221 Ibs 88 Ibs 221 Ibs Bottom Plate to Floor (Sheathing Lap) Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 0 Ibs / bay F R= 159 Ibs / bay Sheathing to Top Plate / Band (No Straps) In -Plane Shear F = 66 plf Uplift F= 272 plf FR= 279 plf Sheathing to Floor Band (Straps) In -Plane Shear F = 66 plf Perf. Uplift F = 66 plf F R= 93 plf Sheathing to Floor Band (Without Straps) In -Plane Shear F = 66 plf Uplift F = 227 plf Perf. Uplift F = 65.82 plf F R= 300 plf SP Sg = 0.55 #2 Size = 2x6 16 in o.c. Fc-L= 565 psi Fc-L Controls Allowable Load = 4662 Ibs qty= 1 stud One Side with 0.113 " nails 6 in. o.c. Fastener Length 12 in. o.c. L= 2.375 in 275 plf>>> PASS Fastening Options 3 .131" toe -nails / truss 3 #8 toe -screws / truss Fastening Options 2 .131" nails / bay Fastening Options 4 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Fastening Options 4 in. o.c. .131" nails Erik Myers PE, PLLC 11/26/2018 ..b It'I INC. 5 Wall 3 Wood Species = SP Sg = 0.55 Wall H = 9 ft Grade = #2 Size = 2x6 Force = 4119 Ibs Stud Spacing = 16 in o.c. Fc-L= 565 psi FHS = 29.67 ft Segmented Fcl Controls Vu = 139 plf Allowable Load = 4662 Ibs OT= 1249 Ibs Qty= S stud Sheathing / Fastening 7/16" OSB One Side with 0.113 " nails Edge Spacing= 6 in. o.c. Fastener Length Field Spacing = 12 in. o.c. L = 2.375 in Allowable Shear= 275 pif>>>PASS Gable End Plate to Top Plate Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 195 Ibs / bay F R= 185 Ibs / bay Bottom Plate to Floor (Sheathing Lap) Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 0 Ibs / bay FR= 159lbs/bay Sheathing to Top Plate / Band (Straps) In -Plane Shear F = 139 plf Uplift F = 0 plf F R= 139 plf Sheathing to Floor Band (Straps) In -Plane Shear F = 139 plf Perf. Uplift F = 0 plf FR= 139 pif Sheathing to Floor Band (Without Straps) In -Plane Shear F = 139 plf Uplift F= 0 plf Perf. Uplift F= 0 plf F R= 139 plf Fastening Options 2 .131" toe -nails / bay 2 #8 toe -screws / bay Fastening Options 2 .131" nails/bay Fastening Options 6 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Erik Myers PE, PLLC 11/26/2018 ' APPROY®9Y Mune9u I�IIMINC, N �hearwall-Connections— - - Wall 4 Wood Species = Wall H = 9 ft Grade = Force = 2331 Ibs Stud Spacing = FHS = 42.5 ft Perforated Vu = 75 plf Perforated Design OT= 672 Ibs %FHS= 0.71 Co = 0.73 Sheathing / Fastening Truss to Top Plate Truss Spacing = Out -of -Plane F = In -Plane Shear F = FR= 7/16" OSB Edge Spacing = Field Spacing = Allowable Shear = 16 in. o.c. 221 Ibs 100 Ibs 221 Ibs Bottom Plate to Floor (Sheathing Lap) Stud Spacing = 16 in. o.c. Out -of -Plane F = 159 Ibs / bay In -Plane Shear F = 0 Ibs / bay F R= 159 Ibs / bay Sheathing to Top Plate / Band (No Straps) In -Plane Shear F = 75 plf Uplift F = 272 plf FR= 282 plf Sheathing to Floor Band (Straps) In -Plane Shear F = 75 plf Perf. Uplift F = 75 plf FR= 106 plf Sheathing to Floor Band (Without Straps) In -Plane Shear F = 75 plf Uplift F = 227 plf Perf. Uplift F = 74.638 plf FR= 310 plf SP Sig = 0.55 #2 Size = 2x6 16 in o.c. Fc-L= 565 psi Fc-L Controls Allowable Load = 4662 Ibs Qty= 1 stud One Side with 0.113 " nails 6 in. o.c. Fastener Length 12 in. o.c. L= 2.375 in 275 plf >>> PASS Fastening Options 3 .131" toe-nails/truss 3 #8 toe -screws / truss Fastening Options 2 .131" nails / bay Fastening Options 4 in. o.c. .131" nails Fastening Options 6 in. o.c. .131" nails Fastening Options 4 in. o.c. .131" nails Erik Myers PE, PLLC 11/26/2018 pmmrq..wn Rnsaq 4A-�mMtt al - yu®uyeaeq 3 APPBB BY �j� � PB m �CY Yb!0 B 7 Erik Myers PE, PLLC 11/26/2018 1 139 7/16" OSB One Side w/ 0.113" x 2.375" nails 6 12 2 66 7/16" OSB One Side w/ 0.113" x 2.375" nails 6 12 3 139 7/16" OSB One Side w/ 0.113" x 2.375" nails 6 12 4 75 7/16" OSB One Side w/ 0.113" x 2.375" nails 6 12 1 OT = End Plate to Top Plate 2 .131" toe-nails/bay 2 #8 toe -screws / bay Plate to Floor (Sheathing Lap) 2 .131" nails/bay to Top Plate / Band (Straps) 6 in. o.c. .131" nails to Floor Band (Straps) 6 in. o.c. .131" nails to Floor Band (Without Straps) 6 in. o.c. .131" nails 3 OT = End Plate to Top Plate 2 .131" toe-nails/bay 2 #8 toe -screws / bay Plate to Floor (Sheathing Lap) 2 .131" nails/bay to Top Plate / Band (Straps) 6 in. o.c. .131" nails to Floor Band (Straps) 6 in. o.c. .131" nails to Floor Band (Without Straps) 6 in. o.c. .131" nails Wall 2 OT = 593 Ibs Truss to Top Plate 3 .131" toe-nails/truss 3 #8 toe-screws/truss Bottom Plate to Floor (Sheathing Lap) 2 .131" nails / bay Sheathing to Top Plate / Band (No Straps) 4 in. o.c. .131" nails Sheathing to Floor Band (Straps) 6 in. o.c. .131" nails Sheathing to Floor Band (Without Straps) 4 in. o.c. .131" nails Wall 4 OT = 672 Ibs Truss to Top Plate 3 .131" toe-nails/truss 3 #8 toe-screws/truss Bottom Plate to Floor (Sheathing Lap) 2 .131" nails / bay Sheathing to Top Plate / Band (No Straps) 4 in. o.c. .131" nails Sheathing to Floor Band (Straps) 6 in. o.c. .131" nails Sheathing to Floor Band (Without Straps) 4 in. o.c. .131" nails ' RPPgOV®9Y ws�uge e IY AINC. H. — - Roof -Diaphragm-- Roof Diaphragm V= 4119lbs Unit shear= 130 plf Floor Diaphragm 7/16" sheathing w/ .113" nails: 250 plf 6" ox. edge, 12" o.c. field V= 5034lbs 19/32" sheathing w/.113" nails: 275p1f Unit shear = 170 plf 6" o.c. edge, 6" o.c. field Suction Fastening Requirements (spacing limited to diaphragm spacing requirements) Roof Sheathing Suction W = 109 Ibs Stud Spacing = 16 in Edge Field Zone 1 -37.2 psf 6.0 12.0 in o.c. Zone 2 -64.7 psf 6.0 12.0 in ox. Zone 2 OH -95.7 psf 6.0 10.3 in o.c. Zone 3 -81.9 psf 6.0 12.0 in ox. Zone 3 OH -133.6 psf 6.0 7.3 in ox. Roof Diaphragm Deflection (3 term equation) W = 125 plf MaxT/C= 2146lbs Chord E= 1400000 psi Chord A= 8.25 inA2 Ga = 13 kips/in Ac = 0.038682 Hallow= 2L/ 120 Chord Splice S — 5vP + 025vL + �, (XAO ) 8EAW 1000G, 2W term 1 = 0.12723 in term 2 = 0.32873 in term 3 = 0.06412 in bdia= 0.52008 in OK MaxT/C= 2146lbs Tension Controls F'= 600 psi F"= 960 psi AllowableT= 7920lbs Fasten chord splice with 0.131 in. nails, 13 each side of splice Erik Myers PE, PLLC 11/26/2018 QIMINC.,,°'�— W UpliftConnections Uplift Forces Sidewall Uplift =-412lbs Sidewall - OSB Overlap at Top Plate F= 282 plf Fastener= .113 nails Z= 941bs Nail Spacing= 4 inches o.c. Rows = One Row Lap Sheathing Over Top Plate and Fasten with One Row of .113 nails at 4 inches c.c. Sidewall - Connection at Floor F = 310 plf Option 1 w/ Straps LSTA9 614lbs Fastener= .131" x 2.5" nail Strap Spacing = 23 inches o.c. Use LSTA9 strap 16 inches o.c., w/ (4) .131" x 2.5" nails Option 2 w/ OSB Overlap Fastener= .113 nails Z= 94lbs Nail Spacing= 3 inches o.c. Rows= One Row Lap Sheathing Over Top Plate and Fasten with One Row of .113 nails at 3 inches o.c. Matewall Uplift =-395lbs LAP %, OSB OVER BAND. FASTEN WITH SPECIFIED FASTENER AND SPACING. STAGGER NAILS INTO EACH TOP PLATE EXT. OSB TO RIM UPLIFT STRAPS INSTALLED WITH SPECIFIED FASTENERS, AND SPACING OPT 2 LAP SHEATHING OVER BAN & FASTEN WITH SPECIFIED FASTENER AND SPACING �"PAQ�Br Erik Myers PE, PLLC 11/26/2018 10 UpliftConnections— Matewall - Ridgebeam to Stud F = -263 pif LSTA9 614lbs Fastener = .131" x 2.5" nail Strap Spacing = 27 inches o.c. Use LSTA9 strap 16 inches o.c., w/ (4) .131" x 2.5' nails Matwall -Stud to Floor F = -263 plf Option 1 w/ Straps LSTA9 614lbs Fastener = .131" x 2.5" nail Strap Spacing = 27 inches o.c. Use LSTA9 strap 16 inches o.c., w/ (4) .131" x 2.5" nails APPROV 6V I�IIt11NC. ,m,,,v� ��— Erik Myers PE, PLLC 11/26/2018 UPLIFT STRAPS INSTALLED WITH SPECIFIED FASTENERS AND SPACING 11 Erik Myers PE, PLLC 11/26/2018 Truss Connections (Fixed Roof) Truss Reactions Truss Chord Species = SP Sidewall Matewall Horiz.= 156lbs Gravity= 330lbs Uplift = -412 Ibs Uplift = -395 Ibs Top Chord Strap Across Mateline T = 139 Ibs Strap Options: Fasteners Each End: Value: LSTA15 (4) .131" x 2.5" nails 615 Ibs OK CS22 (4) .131" x 2.5" nails 653 Ibs OK RIDGE CAP TOP CHORD STRAP RIDGE TO RIDGE SHEAR USE (I) SIMPSON LSTA15 FASTEN WITH (3) 8D (.131) X 3" NAILS STRAP WITH (4) 80 (.131) X FROM RAIL TO RAIL EACH BAY EVENLY 2.5" NAILS EACH END. OR CS22 SPACED. BLOCK GAPS @ 32" O.C. STRAP APPLY TO EVERY TRUSS. / TOP CHORD TO RIDGE FASTEN WITH (3) 8D (.131) X 3" NAILS FROM RIDGE TO TOP CHORD END GRAIN. APPLY TO EVERY TRUSS. Uplift Uplift Connector at Sidewall Truss Heel Connector Options: Fasteners Each End: H2.5A (5) .131" x 2.5" nails SDWC15600 .152" x 6" screw TOP PLATE TO TRUSS UPLIFT USE (1) SIMPSON H2.5A W(5) 8D (.131) X 1.5" FASTERS EACH END. EVERY TRUSS ALTERNATE: FASTEN (1) SDWC15600 SCREW FROM DBL TOP PLATE INTO THE BOTTOM CHORD OF TRUSS. EXT. OSB TO PLATES PER SHEARWALL CONNECTION CHART, Value: 6001bs OK 615 Ibs OK TOP PLATE TO TRUSS (SHEAR) PER SHEARWALL CONNECTION CHART INC. 12 Matewall Girder Connection Over Openings: Gravity= 330lbs Gravity Controls Uplift=-395lbs Fastener: Quantity: .131"nai( end grain RIDGE BEAM Erik Myers PE, PLLC BOTTOM CHORD TO BAND FASTEN BAND TO BOTTOM CHORD WITH (7) 8D (.131) X 3.25" NAILS. APPLY EVERY TRUSS EVENLY SPACED. lea MPPOVm BY fn WryC 6t op�N � INC. ItlI 13 Matewall Header Species = Murphy Grade = LVL b = 1.5 in d = 9.25 in A= 13.88 W2 S = 21.39 inA3 I = 98.93 inA4 Qty = 1 Fb = 3100 psi Fv = 290 psi E = 2000000 psi Lr = 1 Cfb = 1 L+D Mu = 34095.7 in-Ibs Mn = 66310.94 in-Ibs L+D Vu = 1185.938 Ibs Vn = 2682.5 Ibs LLA = 0.14 in TLA = 0.19 in WA = 0.25 in W = -263 plf ILL = 145 plf DL = 103 plf LLA = L/ 240 TLA = L/ 180 WA = L/ 240 Span = 115 in L+D Fb = 3100.00 psi Fv = 290 psi W Mu = 27798.61 in-Ibs OK Mn = 106097.5 in-Ibs W Vu = 966.9082 Ibs OK Vn = 4292 Ibs Allowable LLA = 0.48 in OK Allowable TLA = 0.64 in OK Allowable TLA = 0.48 in OK Reaction Uplift Reaction F = 1186 Ibs F = -1263 Ibs Use (1) 1.5 x 9.25 LVL for 9' 7" span BY Eat• pH`� �M�GflOY�Fll IliDiNC. Erik Myers PE, PLLC 11 26/2018 Ld= 1.6 Ld = 1 W F'b = 4960.00 psi Fv = 464 psi OK OK 1� Matewall Header Species = Murphy W = -263 plf Grade = LVL LL = 145 plf b = 1.75 in DL = 103 plf d = 24 in LLA = U 240 A = 42.00 inA2 TLA = U 180 S = 168.00 inA3 WA = L/ 240 1 = 2016.00 inA4 Qty = 1 Span = 282 in Fb = 3100 psi Fv = 290 psi L+D E = 2000000 psi Fb = 3100.00 psi Lr = 1 Fv = 290 psi Cfb = 1 L+D W Mu = 205022.8 in-Ibs Mu = 167157.4 in-Ibs Mn = 520800 1n-Ibs OK Mn = 833280 in-Ibs L+D W Vu = 2908.125 Ibs Vu = 2371.027 Ibs Vn = 8120 Ibs OK Vn = 12992 Ibs LLA = 0.25 in Allowable LLA = 1.18 in OK TLA = 0.33 in Allowable TLA = 1.57 in OK WA = 0.45 in Allowable TLA = 1.18 in OK Reaction Uplift Reaction F = 2909 Ibs F = -3096 Ibs Jse (1) 1.75 x 24 LVL for 23' 6" span A IYIF'IINC.�°e Erik Myers PE, PLLC 12/5/2018_ Ld = 1.6 Ld = 1 W Fb = 4960.00 psi Fv = 464 psi NJ I 15 Matewall Header Species = SYP W = -263 plf Grade = #2 LL = 145 plf b = 1.5 in DL = 103 plf d = 5.5 in LLA = L/ 240 A = 8.25 inA2 TLA = L/ 180 S = 7.56 inA3 WA = L/ 240 1 = 20.80 inA4 Qty = 1 Span = 48 in Fb = 1000 psi Fv = 175 psi L+D E = 1400000 psi Fb = 1000.00 psi Lr = 1 Fv = 175 psi Cfb = 1 L+D W Mu = 5940 in-Ibs Mu = 4842.949 in-Ibs Mn = 7562.5 in-Ibs OK Mn = 12100 in-Ibs L+D W VU = 495 Ibs Vu = 403.5791 Ibs Vn = 962.5 Ibs OK Vn = 1540 Ibs LLA = 0.03 in Allowable LLA = 0.20 in OK TLA = 0.04 in Allowable TLA = 0.27 in OK WA = 0.05 in Allowable TLA = 0.20 in OK Reaction Uplift Reaction F = 495 Ibs F = -527 Ibs Use (1) 2 x 6 #2 SYP for 4' 0" span r,vrmswp (esM ¢rmv. tAmmnrtrcl u.�ee�.urpm BY Ep wrt i Nr�n �M��P��EO��ED Erik Myers PE, PLLC _ _ 11/26/2018 Ld = 1.6 Ld = 1 W Fb = 1600.00 psi Fv = 280 psi OK M WT Erik Myers PE, PLLC 11/26/2018 Matewall Stud W = -263 plf L = 108 in Ke = 1 DL = 103 plf d = 3.5 in le = 108 in LL = 145 plf t = 1.5 in le/d = 30.86 < 50 OK Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc-L psi Fc psi E psi Emin psi #3 SYP 650 400 175 565 850 1300000 470000 Qty A (in42) S (in A3) 1 (inA4) F'b psi F'c psi 1 5.25 3.06 5.36 650 850 2 10.50 6.13 10.72 650 850 3 15.75 9.19 16.08 748 850 Axial Compression Qty FcE psi oc Cp F'c psi fc psi fc/F'c Capacity 1 406 0.48 0.42 355 246 0.69 OK 1863 Ibs 2 406 0.48 0.42 355 287 0.81 OK 3726lbs 3 406 0.48 0.42 355 308 0.87 OK 5589lbs Lateral Bending W = 5 psf Qty M (in-Ibs) F'c psi fb psi fb/F'c 1 406.00 650 132 0.20 OK 2 405.00 650 66 0.10 OK 3 405.00 748 44 0.06 OK Combined Stresses Max Load Max Span city Axial Lateral Combined (Ibs) (in.) 1 0.69 0.20 1.00 1293 110 2 0.81 0.10 1.00 3012 277 3 0.87 0.06 1.00 4854 455 R PRPflOVBY EO � I AMC. - 17 Erik Myers PE, PLLC 12/3/2018 - Floor Rim -Band -Spans- -LLD-=-L/ 360--- On-Frame Floor TLA = L/ 240 Sidewall Loading Matewall Loading LL = 188 pif LL = 156 plf DL = 231 plf DL = 216 pif Sidewall Loading Qty b d Spc Grade Fb Fb' Fv E 1 2 1.5 11.25 SP #2 750 750 175 1400000 2 3 1.5 11.25 SP #2 750 863 175 1400000 3 2 1.5 9.25 SP #2 800 800 175 1400000 4 3 1.5 9.25 SP #2 800 920 175 1400000 A S I M v LLA TLA Max Span 1 33.8 63.28 355.957 104 226 189 166 105 in 2 50.6 94.92 533.936 137 338 217 190 137 in 3 27.8 42.78 197.863 88.6 185 156 136 89in 4 41.6 64.17 296.795 116 278 178 156 117 in Matewall Loading Qty b d Spc Grade Fb Fb' Fv E 1 2 1.5 11.25 SP #2 750 750 175 1400000 e 2 3 1.5 11.25 SP #2 750 863 175 1400000 3 2 1.5 9.25 SP #2 800 800 175 1400000 4 3 1.5 9.25 SP #2 800 920 175 1400000 r�r^INC. �s - A S I M v LLA TLA Max Span 1 33.8 63.28 355.957 111 254 201 173 111 in 2 50.6 94.92 533.936 145 381 231 198 146 in 3 27.8 42.78 197.863 94 209 166 142 94 in 4 41.6 64.17 296.795 123 313 190 162 124 in Floor Loading Qty b d Spc Grade Fb Fb' Fv E 1 1 1.5 11.25 SP #2 750 750 175 1400000 2 2 1.5 11.25 SP #2 750 750 175 1400000 3 1 1.5 9.25 SP #2 800 800 175 1400000 4 2 1.5 9.25 SP #2 800 800 175 1400000 A S I M v LLA TLA Max Span 1 16.9 31.64 177.979 78.3 127 160 137 79 in 2 33.8 63.28 355.957 111 254 201 173 111 in 3 13.9 21.39 98.9316 66.5 104 131 113 67 in 4 27.8 42.78 197.863 94 209 166 142 94 in ummary Max Spans Sidewall - no Sidewall w/ 1 Matewall' -no splice Matewall - w/ 1 splice' splice' splice' !) #2 SP 2x12 B. 9" 6' 2" 9' 3" 6' 7" 1) #2 SP 2x12 11' 5" 8' 9" 12' 2" 9' 3" #2 SP 2x10 7' 5" 5' 3" 7' 10" 5' 7" V) #2 SP 2x10 9' 9" 7' 5" 10' 4" 7' 10" 1. Rim joist splices at support locations. 2. One rim spliced between support locations. EW V COMPANY r0n0FJrame ECT Erik Myers PE PLLC -WOod-Wood 2805 28thSt-_- u,/=,rpc=roaBoouue4w Parkersburg, WV26104 (304)-834-9510 JDec. 3, 2018 12:55 Floor Jo[st.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 I Loads: Load ' Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point No 0.00 310 lbs Load3 Roof constr. Point Yes 0.00 250 lies Load4 Roof constr. Point Yes 14.33 200 lbs Load5 Live Full Area Yes 40.00 (16.0)* psf Load6 Dead Full Area No 10.00 (16.0)* psf Load7 Wind Point No 14.33 -800 lbs Load9 Wind Point No 0.00 -850 lbs Load10 Dead Point No 14.33 290 lbs Self -weight Dead Full UDL No 3.6 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : , 14'-4" 2'-11.9" 1 V-3.4" Unfactored: Dead Live Wind Roof Live Factored: 308 77 -850 250 123 392 123 392 288 77 -600 200 Uplift 325 307 Total 558 515 515 496 Bearing: Capacity Joist 558 2437 2437 496 Supports 772 - - 686 Anal/Des Joist 1.00 0.21 0.21 1.00 Support 0.72 - - 0.72 Load comb #6 #12 #15 #28 Length 0.66 2.50 2.50 0.59 Min req'd 0.66 0.35 0.35 0.59 Cb 1.00 1.15 1.15 1.00 Cb min 1.00 1.75 1.75 1.00 Cb support 1.25 - - 1.25 Fcp sup 625 - I I - 625 Lumber n-ply, S. Pine, No.2, 2x10, 1-ply (1-1/2"x9-1/4") Supports: 1,4 - Timber -soft Beam, D.Fir-L No.2; 2,3 - Non -wood; Floor joist spaced at 16.0" c/c; Total length: 14'-4.0"; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); By ry°ce9u �PP�PjO IM11'9INC. 19 Woodworks@ Sizer SOFTWARE FOR WOOD DESIGN On Frame Floor Joist.wwb Woodworks® Sizer 10.2 -Page 2- Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi n Value Analysis/Desi n Shear fv = 25 Fv' = 175 fv/Fv' = 0.14 Bending(+) fb = 155 Fb' = 920 fb/Fb' = 0.17 Bending(-) fb = 194 Fb' = 684 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 0.28 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.41 = L/240 0.05 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 12 Fb'+ 750 1.00 1.00 1.00 1.000 1.067 1.00 1.15 1.00 1.00 - 11 Fb'- 750 1.00 1.00 1.00 0.744 1.067 1.00 1.15 1.00 1.00 - 12 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 11 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 11 CRITICAL LOAD COMBINATIONS: Shear : LC #12 = D+L (pattern: LL ), V = 294, V design = 233 Its Bending(+): LC #11 = D+L (pattern: L ), M = 276 lbs-ft Bending(-): LC #12 = D+L (pattern: LL_), M = 346 lbs-ft Deflection: LC #11 = (live) LC #11 = (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 139e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the [CC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. E Z INC. 20 Erik Myers PE, PLLC 11/26/2019 Sidewall Headers W = -272 plf LLA = U 240 DL = 115 pif TLA = U 180 LL = 162 plf Cd = 1 Gravity Loading Qty b d Grade Species Direction Cfu Cfb 1 3 1.5 3.5 #2 SYP Edge 1 1 2 3 1.5 5.5 #2 SYP Edge 1 1 3 3 1.5 7.25 #2 SYP Edge 1 1 4 3 1.5 9.25 #2 SYP Edge 1 1 5 3 1.5 11.25 #2 SYP Edge 1 1 A (in A2) S (in A3) 1 (in44) Fb psi Fv psi Fc psi E psi Emin psi 1 15.75 9.19 16.08 1100 175 565 1400000 510000 2 24.75 22.69 62.39 1000 175 565 1400000 510000 3 32.63 39.42 142.90 925 175 565 1400000 510000 4 41.63 64.17 296.79 800 175 565 1400000 510000 5 50.63 94.92 533.94 750 175 565 1400000 510000 Fe F, FbE CL M V LLA TLA 1 1265 175 3499 0.97 62.5 165.9 81.1 80.6 2 1150 175 1529 0.90 90.3 260.7127.4 126.7 3 1064 175 974 0.78 106.3 343.7167.9 167.0 4 920 175 681 0.67 117.1 438.5 214.2 213.1 5 863 175 512 0.56 125.8 533.3 260.5 259.1 pvamrµ.w P. 44wmamnl unnmw6eq �ua'imtenae �s+v. u�ama�nMavr+w Irt��MIN.. IPP110VfL 6Y pm pmaga ., ♦mv�rv. I�IIt'1INC. 21 Erik Myers PE, PLLC 11/26/2018 Wind Loading Ci£C = 44.06536 psf MWFRS = 39.89964 psf LLA = U 120 Cd = 1.6 Wall H = 108 in Qty b d Grade Species Direction Cfu CA, 1 3 1.5 3.5 #2 SYP Flat 1.1 2 3 1.5 5.5 #2 SYP Flat 1.15 3 3 1.5 7.25 #2 SYP Flat 1.15 4 3 1.5 9.25 #2 SYP Flat 1.2 5 3 1.5 11.25 #2 SYP Flat 1.2 A (in A2) S (in A3) 1 (inA4) Fb psi Fv psf FbEdge FbFI.t 1 15.75 3.94 2.95 1100 175 2024 2226 2 24.75 6.19 4.64 1000 175 1840 2116 3 32.63 8.16 6.12 925 175 1702 1957 4 41.63 10.41 7.80 800 175 1472 1766 5 50.63 12.66 9.49 750 175 1380 1656 Lateral Only Combined M v LLA M v 1 65.1 222.4 61.2 51.84 100.76 2 79.6 349.5 71.1 66.99 156.62 3 87.9 460.7 78.0 75.02 205.50 4 94.3 587.8 84.6 80.99 261.37 5 100.7 714.8 90.3 86.48 317.23 Summary Qty b d Grade Species Direction Max Span 1 3 1.5 3.5 #2 SYP Edge 51.8 in 2 3 1.5 5.5 #2 SYP Edge 67.0 in 3 3 1.5 7.25 #2 SYP Edge 75.0 in 4 3 1.5 9.25 #2 SYP Edge 81.0 in 5 3 1.5 11.25 #2 SYP Edge 86.5 in ns PdemT:vmM min iryf 45��m ��✓ ex gym: uiry r.,�nvt..� ppPflOVFD BY y' OW i-M- IrIMINC. 1 1 1 1 1 22 Erik Myers PE, PLLC -- ---- -- - --- 11/26/2018 - Sidewall Stud W = -272 plf L = 103.5 in Ke = 1 DL = 115 plf d = 5.5 in le = 103.5 in LL = 162 plf t = 1.5 in le/d = 18.82 < 50 OK span = 38 in Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc-L psi Fc psi E psi Emin psi #2 SYP 1000 600 175 565 1400 1400000 510000 Qty A (in A2) S (in A3) 1 (in A4) F'b psi F'c psi 1 8.25 7.56 20.80 1000 1400 2 16.50 15.13 41.59 1000 1400 3 24.75 22.69 62.39 1150 1400 Axial Compression Qty FcE psi ac Cp F'c psi fc psi fc/F'c Capacity 1 1184 0.85 0.63 883 76 0.09 OK 7281 Ibs 2 1184 0.85 0.63 883 38 0.04 OK 14563 Ibs 3 1184 0.85 0.63 883 25 0.03 OK 21845 Ibs Lateral Bending W = 54.4 psf Qty M (in-Ibs) F'c psi fb psi fb/F'c 1 4046.34 1000 535 0.54 OK 2 4046.34 1000 268 0.27 OK 3 4046.34 1150 178 0.16 OK Combined Stresses Qty Axial Lateral Combined Max Axial Combined 1 0.09 0.54 0.58 OK 3245 Ibs 2 0.04 0.27 0.28 OK 9873lbs 3 0.03 0.16 0.16 OK 17245lbs 2eaction Uplift Reaction F = 624 Ibs F = -611 Ibs Ise (1) 2 x 6 #2 SYP for 3' 2" span (1) Jack / (1) Jamb NA INC. 23 e V Header Connections Zone = 4 H = 80 in W= 36 in Wall H = 108 in Stud = 16 in o.c. C+C = 44.1 psf Uplift = 272 plf Fr = 336 plf F = 504 Ibs .131"Z= 114lbs Header to King Stud F = 504 Ibs 5 nails Stud to Plate W1 = 29 plf W2 = 95 plf R top = 547 Ibs R bot = 442 Ibs Max = 547 Ibs 5 nails Uplift Truss = 16 in o.c. F = 588 Ibs LSTA15 1110 Ibs 1 straps Erik Myers PE, PLLC 11/26/2018 Zone 4-44.0654 Zone 5-54.3932 C +C = 198 plf a = 68 in C= 40 in a�umgl�nn umuuNEBw9 �mnT 48�mummM � esemnta�ewu I^' PoNm �OYm 9Y �n�a �D E6 OHe. O v —Header Connections - Zone = 4 H = 80 in W = 72 in Wall H = 108 in Stud = 16 in o.c. C+C = 44.1 psf Uplift = 272 plf Fr = 336 plf F = 1009 Ibs .131" Z = 114 Ibs Header to King Stud F = 1009 Ibs 9 nails Stud to Plate W1 = 29 plf W2 = 162 pif R top = 961 Ibs R bot = 753 Ibs Max = 961 Ibs 9 nails Uplift Truss = 16 in o.c. F = 996 Ibs LSTA15 1110 Ibs 1 straps Zone 4-44.0654 Zone 5-54.3932 C +C = 198 plf a = 68 in c = 40 in BY pN;� MFPOV�D� AINC. Erik Myers PE, PLLC 11/26/2018 25 f Erik Myers PE, PLLC 11/26/2018 Overhang Calculation (Cantilever Under Top Chord) Loading Conditions: Loading Conditions: 1 Co: 1 1 LL: 20 psf 2 Co: 1.6 2 LL: -95.704 psf LLA U 180 DL: 7 psf TLA U 180 Loading Conditions: Width Depth Species Grade Fb Fv E CF 2.5 1.5 SP #2 1100 175 1400000 1 Spacing Qty A in2 S in 1 in" Cr F'b F'v E' 1a 16 1 3.75 0.9375 0.7031 1.15 1265 175 1400000 1b 16 1 3.75 0.9375 0.7031 1.15 1265 175 1400000 2a 16 1 3.75 0.9375 0.7031 1.15 2024 280 1400000 2b 16 1 3.75 0.9375 0.7031 1.15 2024 280 1400000 Design Limits Bending Shear Max Span LLA TLA 1a 28 147 28 in 0.0013 OK 0.0018 OK 1b 56 292 56 in 0.0098 OK 0.0132 OK 2a 19 67 19 in 0.0064 OK 0.0064 OK 2b 19 67 19 in 0.0560 OK 0.0560 OK Connections: Overhang L: Load at Load at Truss Gable 1a 18 1b 18 - 2a -32-319.01 2b --287.11 12 in Truss Spacing = 24 in Worst Case Reactions Normalized to Ld = 1.0 Load at Truss Load at Gable 20lbs 199lbs Notes: 1a Overhang loaded only 1b Truss bay loaded only 2a Overhang loaded only 2b Overhang and truss bay loaded Overhang equal to Truss Spacing .131" x 3" nail (Ld=1.0) W = 31 Ibs (3) nails per truss = 93 Ibs > 20 OK Load at Gable = 199 Ibs Bearing on Gable Endwall OK Muprumx.M1al` 4b inom¢ci RN APPPOVm BY w.agtl ix IVIMINC.-- M-