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RC-09-20-2219, 162 NW 108th St (4)1(3 `'2;,ti Miami Shores Village �,• Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING nE�CEIVED Master Permit No. R.C. - 00-;10 — ` Ck Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: i G *'�k' NVj 1 O% S+Cer.+ City: Miami Shores County: Miami Dade Zip: 3 Folio/Parcel#: 1 _ a.k 3%-010 —0c) vo Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 30V eV\ S DeAC. , Phone#: `365)10014 ( - q ( Ga Address: I Ga ryw 1 o'5'5 -mcy City: i cxy►n\f .S NG res State: FI c r- I dl o, Zip: 131 GS Tenant/Lessee Name: Phone#: pp G Email: IOV>uV15 , ateCAQ e_ 0pVGth4x) `` , e0r" CONTRACTOR: Company Name: Al oAinecl(Iy-EcA�%o/\ kmec,_Tnc Phone#: Address: go)(Q 3 S\,V gilt" �G►so e 1 City: Do, yI a State: FL_ Zip: 333AI Qualifier Name: NC'A�C4V\ 1rC, r V :a- Phone#: � 6'18) oiAcl -I-073 0 State Certification or Registration #: C CrC- Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State Value of Work for this Permit: $ Square/Linear Footage of Work: _ Type of Work: ❑ Addition Description of Work: ❑ Alteration ❑ New Specify color of color thru the: Submittal Fee $ Scanning Fee $ Technology Fee $. Permit Fee $ Radon Fee $ Training/Education Fee $ ❑ Repair/Replace Zip: ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Structural Reviews $ (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ �� • �A Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Cr Signature X4 v OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of Se fJP—mG�( 20 ai , by oZ►n� day of G�tey)ALe5i 20 by SGV�V� S peq lilC�� who is perscnally jna to NA lC-kVX%e11 0— rry A who is personally known to me or who has produced N« as me or who has produced i1111: as identification and who did take an oath. NOTARY PUBLIC: identification and who did take an oath. NOTARY PUBLIC: Sign: Sign: &eeX__ y Print: IIA4, TkG�' ckS 1 V Print: In TkC1MGt S Seal: Seal: Notary Public State of Flonda Ruth Thomas ��►�"'� Notary Public State of Honda y . v My Commission GG 156700 f Ruth Thomas "'� Expires 11/12/2021 My Commission GG 156700 osw ?ap Expires 11/12/2021 ******** ********************* * * * * * * ** *************** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Prnh*f-t infnrmatinn Martinez Truss Co., Inc. 9280 NW South River Dr. Medley, FL 33166 (305) 883-6261 * Fax: (305) 885-2925 infoC@martineztruss.net Job Number: 21060301 Customer. ANOTHER CREATION HOMES Name: 162 ADD Address: 162 N.W. 108 STREET City, ST, ZIP: MIAMI SHORES, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter: FBC2020/TPI2014 Computer Program Used: MiTek Version: 8.43 Jun ' . •' ; • • • •• • • • ••••sees • Gravity: Gravity: • • • • • • • • 55.0 psf ROOF TOTAL LOAD N/A • • • • Wind Building Authority: • • • • • • • • • • • • 175 mph from CITY OF MIAMI SHORES • • • • • • .. ..:. \111111111 • • • • • Project Engineer of Record: No. Date Truss IN 1 o8/18/21 1 H9 A0087390 2 08/18/21 1 HG7 A0087391 3 08/18/21 1T A0087392 4 08/18/21 CJ7 A0087393 5 08/18/21 J7 A0087394 6 08/18/21 JB1 A0087395 7 08/18/21 JB3 A0087396 8 08/18/21 JB5 A0087397 9 08/18/21 V4 A0087401 10 08/18/21 V8 A0087402 11 08/18/21 V12 A0087398 12 08/18/21 V16 A0087399 13 08/18/21 V20 A0087400 This cover sheet is prRsY7ii � 4orida obC ute 61 G15-31:993 kv1ieu of signing and .' sealing each individbet:' deirshet oi3he truss designs is.attached which is ....; • numbered and witty tli ino *9 and d�te�of%each drawing. • • • ' • •' • �( 4� `� •• • • • �••••: O � a • Engined'r ru slWac `g O E.MARTZ�� CITY FL Rig Eiig, No. 0�15�0�9 24 I=A$t 5t ' st: #11P tin r i COPY Page 1 of 1 Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 162 ADD 21060301 1H9 Hip 1 1 A0087390 Job Reference (optional) Martinez I russ GO., Inc., Medley, I-L 33166 Hun: 8.43u s Jun Z ZuZ1 rant: UAW s Jun Z Zu21 MI I eK maustrles, Inc. I nU Aug 1 U 13:u3:Ju ZUZI rage 1 ID:aB 13PRtNVK108zhXgSJ9_Yz8LQq-0 RNCEgB3t_Y3p2jGIH2c3NytTCjnmQlmX3AbwNymHyR -1-4-0 5-5-0 9-0-0 12-9-0 16-4-0 21 9 0 23-1-0 1-4-0 5-5-0 3-7-0 —3-9-0 3-7-0 5-5-0 1 4-0 Scale = 1:39.0 Dead Load Defl. = 1/4 in 4x6= 4x10= •••• 3.0012 4 5 • ••• • • •••• •••••• 1.Sx4 � 1.5x4 �• • • • • • • • 193 6•?i••00 •••••• • 3 b 18 • • • N a2 •••••• • 70 •d B 1 o 10 9 •••••• •• • • ••••• 34= 4x6= 34 3x4= •• •• • •• 3x6=•••••• • • • •••••• • 9-0-0 1290 21-9-0 9-0-0 3 9-0 9-0-0 Plate Offsets (X,Y)-- [2:0-3-0,0-0-01, [5:0-5-11,0-1-141, [7:0-3-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 Vert(LL) 0.26 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.50 9-17 >519 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 93 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2 = 1313/0-8-0 (min. 0-1-9) 7 = 1313/0-8-0 (min. 0-1-9) Max Horz 2 = -58(LC 9) Max Uplift 2 = -548(LC 12) 7 -548(LC 12) Max Grav 2 = 1313(LC 1) 7 = 1313(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-3634/2398, 18-19=-3611/2407, 3-19=-3555/2408, 3-4=-2911/1893, 4-5=-2803/1890, 5-6=-2909/1833, 6-20=-3555/2294, 20-21 =-3611/2293, 7-21= 3634/2283 BOT CHORD 2-11= 2244/3503,10-11=-2244/3503, 9-1 0=-1 587/2802, 7-9=-2134/3503 WEBS 3-10=-772/623, 4-1 0=-1 35/365, 5-9=-135/372, 6-9— 773/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 9-0-0, Exterior(2E) 9-0-0 to 12-9-0, Exterior(2R) 12-9-0 to 16-11-15, Interior(1) 16-11-15 to 23-0-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=548, 7=548. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type aty Ply ANOTHER CREATION HOMES - 1%ADD 21060301 1 HG7 Hip Girder 1 2 OO87391 Job Reference (optional) Martinez I russ Go., Inc., Medley, FL 33166 Hun: a.43u s Jun 2 zu27 Print: 8.43U s uun 2 2U21 MI I ek industries, Inc. I nu Aug 19 13:u3:31 2u21 rage 7 ID:aB 13PRtNVK1O8zhXgSJ9_Yz8L0q-UexaRACheHgwRCISs?arcbVzwb7JVunwmjw9SgymHyO -1-4-0 , 4-10-6 7-0-0 10-10-8 , 14-9-0 16-10 10 21 9-0 , 23-1-0 , 1-4-0 4-10-6 2-1-10 3-10-8 3-10-8 2-1-10 4-10-6 1 4-0 Scale - 1:39.0 Dead Load Deft. = 1/4 in Sxt = 1. II 5 12 = •••• 3.0012 • • 16 1 19 •••• •••• • • •••• • • • 3�F•• •• 2 a 3x = • 2 • N 6 a a • • ••••• • •••• •••• 11 10 20 9 21 s • • ••••• • •• •••••• 6XB= IS = 2x4 11 • • • • • 2x411 •••••• •• • •• •• •••••• • • • •• • • • • • • • • 7-0-0 i 10-10-8 14-9-0 21-9-0 7-0-0 3-10-8 3-10-8 7-0-0 Plate Offsets (X,Y)-- [2:0-7-12,0-1-4], [3:0-6-0,0-2-0], [5:0-6-0,0-2-0], [6:0-7-12,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) 0.34 9 >777 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.58 9 >451 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 209 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. REACTIONS. (lb/size) 2 = 2478/0-8-0 (min. 0-1-8) 6 = 2478/0-8-0 (min. 0-1-8) Max Horz 2 = 50(LC 17) Max Uplift 2 = -974(LC 8) 6 = -974(LC 8) Max Grav 2 = 2478(LC 1) 6 = 2478(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3= 8401/3040, 3-16=-9075/3353, 16-17— 9075/3353, 4-17=-9075/3353, 4-18=-9075/3353, 18-19— 9075/3353, 5-19=-9075/3353, 5-6— 8401/3040 BOT CHORD 2-11 =-2839/8107, 10-11 =-2862/8203, 10-20= 2862/8203, 9-20=-2862/8203, 9-21=-2862/8203, 8-21= 2862/8203, 6-8=-2839/8107 WEBS 3-11=-271/1120, 3-9=-438/1189, 4-9= 372/244, 5-9=-439/1189, 5-8--271 /1120 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=974, 6=974. 10) Hanger(s) or other connection device(s) stlall be provided sufficient to support concentrated load(s) 158 lb down and 237 lb up at 7-0-0, 47 lb down and 90 lb up at 9-0-12, 47 lb down and 90 lb up at 10-10-8, and 47 lb down and 90 lb up at 12-8-4, and 158 lb down and 237 lb up at 14-9-0 on top chord, and 687 lb down and 229 lb up at 7-0-0, 243 lb down and 85 lb up at 9-0-12, 243 lb down and 85 lb up at 10-10-8, and 243 lb down and 85 lb up at 12-8-4, and 687 lb down and 229 lb up at 14-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3— 90, 3-5=-90, 5-7— 90, 2-6= 20 Concentrated Loads (lb) Vert: 3— 87(B)5— 87(B)11=-687(B)9=-243(B) 4— 18(B) 8— 687(B)17=-18(B)18=-18(B)20=-243(B) 21=-243(B) Job Truss Truss Type oty Ply ANOTHER CREATION HOMES - 1% ADD 21060301 1 T Common 5 1 0087392 Job Reference (optional) marunez I russ Lo., Inc., mealey, rL as 100 riun: o.wau s uun z zuz 1 rrinr, o.wau s uun z zuz r ml I eK MUIUS rles, mc. I nu mug r a r o:usoz zuz 1 rage i ID:aB13PRtNVKIOBzhXgSJ9_Yz8LQq-ygUzfVDJPbon3LtePi548o1 Bj?QaEIK3?Nfi_GymHyP -1-4-0 , 6-4-4 10-10-8 15 4 11 21-9-0 , 23-1-0 , 1-4-0 6-4-4 4-6-3 4-6-3 6-4-5 1-4-0 44 = 4 3.00 12 1.5x4 17 3 2 16 a 2 a 9 3x6 = 5x6 = 7-8-11 7-8-11 UIL 18 • • • 1.5x4/i •• • 5 • • •• B 3x4= •• •• •••••• •• • 21-9-0 T 7-8-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) 0.24 8-9 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.44 9-12 >597 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2 = 1313/0-8-0 (min.0-1-9) 6 = 1313/0-8-0 (min.0-1-9) Max Horz 2 = -66(LC 9) Max Uplift 2 =-548(LC 12) 6 =-548(LC 12) Max Grav 2 = 1313(LC 1) 6 = 1313(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-3548/1998, 3-16— 3514/2011, 3-17=-3163/1783, 4-17=-3107/1791, 4-18=-3113/1796, 5-18= 3170/1787, 5-19=-3515/2011, 6-19= 3548/1998 BOT CHORD 2-9= 1844/3409, 8-9=-1217/2367, 6-8= 1853/3410 WEBS 4-8=-418/897, 5-8=-588/468, 4-9=-414/891, 3-9=-592/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 10-10-8, Exterior(2R) 10-10-8 to 13-10-8, Interior(1) 13-10-8 to 23-0-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=548, 6=548. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Scale = 1:38:5 Dead Load Defl.. 3116 in •••• •••••• • •••• •••••• 19 •••••• 6 Id 3x6 = • • • • • PLATES GRIP MT20 244/190 Weight: 88 lb FT = 20% Job Truss Truss Type ANOTHER CREATION HOMES - 162 ADD 21060301 CJ7 Diagonal Hip Girder �Qty 2 �Ply 1 A0087393 Job Reference (optional) marngez i russ L o., inc., memey, r-L JJ 100 nun: o.wJu s jun z zuzl rnnc a.vau s uun z zUZ1 ml I eK Inausines, inc. I nU Aug I 1 J:UJ:JZ ZUZI rage 1 ID:aB13PRtNVK1O8zhXgSJ9_Yz8LQq-ygUzfVDJPbon3LtePi548o1 Dc?TtEDe3?Nfi_GymHyP L-1-10-10 5-4-15 9-9-5 1 10 10 5-4-15 4-4-6 Scale - 1:21.5 Dead Load Defl. - 1/16 in (2) 16d NAILS • • • • 2-12 r12 • • 3z4 =- 2 - • • • � N 11 ----- _....71... • wz ••• 1 ••••-•!♦ - Li a- • • • • 7 3x4 - 1.5x4 II 3z4 3x4 = SUUR-26 SIMPSON -B bldr.- •••••• • •• • • • • • • 5-4-15 9-9-5 5-4-15 4-4-6 Plate Offsets (X,Y)-- f2:0-4-1,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.07 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.14 6-7 >829 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. REACTIONS. (lb/size) 4 = 197/Mechanical 2 = 741/0-10-15 (min.0-1-8) 5 = 472/Mechanical Max Horz 2 = 154(LC 16) Max Uplift 4 = -114(LC 4) 2 = -431(LC 4) 5 = -115(LC 4) Max Grav 4 = 197(LC 1) 2 = 741(LC 1) 5 = 472(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 824/541, 3-11 =-1 775/546 BOT CHORD 2-13=-615/1780, 7-13— 615/1780, 7-14=-615/1780, 6-14= 615/1780 WEBS 3-7=0/271, 3-6=-1831 /633 NOTES- 1) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL-6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL-1.33 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 4=114, 2-431, 5=115. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 63 lb up at 4-2-15, 50 lb down and 63 lb up at 4-2-15, and 94 lb down and 129 lb up at 7-0-14, and 94 lb down and 129 lb up at 7-0-14 on top chord, and 64 lb down and 50 lb up at 1-4-7, 64 lb down and 50 lb up at 1-4-7, 20 lb down at 4-2-15, 20 lb down at 4-2-15, and 46 lb down at 7-0-14, and 46 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-8— 20 Concentrated Loads (lb) Vert: 10=57(F=28, B=28) 12— 109(F— 54, B= 54) 13=-29(F=-15, B=-15) 14=-93(F=-46, B= 46) Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 162 ADD 21060301 J7 JACK -OPEN 5 1 A0087394 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.430 s Jun 2 2021 Print: 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 13:03:32 2021 Page 1 ID:aB13PRtNVK108zhXgSJ9_Yz8LQq-ygUzfVDJPbon3LtePi548o1 Fy?YYE163?Nfi_GymHyP 1-4-0 4-0-8 7-0_-0 1-4-0 4-0-8 2-11-8 Scale = 1:15.7 Dead Load Deft. =1116 in (2) 16d NAILS • • 3• x4 = • • • • • •• • • • •••••• LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(CT) -0.13 6-9 >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 28 lb FT = 20% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4 = 108/Mechanical 2 = 509/0-8-0 (min. 0-1-8) 5 = 263/Mechanical Max Horz 2 143(LC 12) Max Uplift 4 = -77(LC 12) 2 = -248(LC 12) 5 = -65(LC 12) Max Gram 4 = 108(LC 1) 2 = 509(LC 1) 5 = 263(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1.0=-677/722, 10-11— 670/723, 3-11=-648/728 BOT CHORD 2-6=-888/682 WEBS 3-6=-719/936 NOTES- 1) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=248. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Ply ANOTHER CREATION HOMES - 162 ADD 21060301 J131 Jack -Open �Qty 4 1 A0087395 Job Reference (optional) Marunez I russ uo., Inc., Memey, ru 331 bb Hun: UAJU s Jun Z ZUn trim: b.a3U s Jun Z ZUZI MI I OK Inaustrles, Inc. I nu Aug 19 t 3:U3:33 2021 Hage 1 ID:aB13PRtNVK108zhXgSJ9_Yz8LOq-QO2LsrDxAvwegVSrzQcJhOaTzP_wzgbCDIPFXiymHyO -1-4-0 1-0-0 1-4-0 1-0-0 • • f• • •••••• •••• ••f•e: • • •••• • • ••••• • •• • • • • • • • •• • •••••• i •• 1-0-0 Scale - 1:5.3 a r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 1-1/2x2-0/16 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = -22/Mechanical 2 = 248/0-8-0 (min. 0-1-8) Max Horz 2 = 48(LC 12) Max Uplift 3 = -22(LC 1) 2 =-204(LC 12) Max Grav 3 = 53(LC 12) 2 = 248(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=204. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 162 ADD 21060301 JB3 Jack -Open 4 1 A0087396 Job Reference (optional) Martinez Truss Co., Inc., Medley, FL 33166 Run: 8.430 s Jun 2 2021 Print: 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 19 13:03:33 2021 Page 1 ID:aB13PRtNVK108zhXgSJ9_Yz8LQq-QO2LsrDxAvwegVSrzQcJhOaTzPy8zgbCDIPFXiymHyO -1-4-0 3-0-0 _ 1-4-0 3-0-0 (2) 16d NAILS Scale = i :e.a M = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 93/Mechanical 2 = 304/0-8-0 (min. 0-1-8) 4 = 43/Mechanical Max Horz 2 = 79(LC 12) Max Uplift 3 = -44(LC 12) 2 = -191(LC 12) Max Grav 3 = 93(LC 1) 2 = 304(LC 1) 4 = 51(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=191. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 1% ADD 21060301 JB5 Jack -Open 4 1 OO87397 Job Reference (optional) marunez I russ uo., mc., medley, r-L 1J1 bb nun: C.4Ju s Jun z zuzi Print: 5.4JU s Jun Z ZU21 MI I eK Inaustnes, Inc. I nU Aug 19 13:03:34 2UZ1 Page 1 ID:aB13PRtNVK108zhXgSJ9_Yz8LOq-uCcj4BEZxC2Vlf11 X77YED7XVpAgiHrMSh8p39ymHyN -1 4-0 5-0-0 1 4-0 5-0-0 • • • 3A= LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) 0.08 4-7 >704 360 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(CT) -0.07 4-7 >812 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3 = 182/Mechanical 2 = 404/0-8-0 (min. 0-1-8) 4 = 75/Mechanical Max Horz 2 = 111(LC 12) Max Uplift 3 = .98(LC 12) 2 =-216(LC 12) Max Grav 3 = 182(LC 1) 2 = 404(LC 1) 4 = 90(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=216. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard (2) 16d NAILS IAILS PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Scale: V.1' n Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 162 ADD 21060301 V4 Valley 1 1 AOO874O1 Job Reference (optional) Manlnez I russ uo., Inc., Meamy, rL JJIbb nun: t7.4JU s Jun Z ZUZI rnnu t5.43U s Jun Z ZUZI MI I OK Inausirles, Inc. I nu Hug 1 to 1 J:uJ:34 ZUZ I rage I I D:aB 13PRtNVK1O8zhXgSJ9_Yz8LQq-uCcj4BEZxC2Vlf11 X77YED7hXpKTiHrMSh8p39ymHyN 2-0-0 4-0-0 2-0-0 2-0-0 Scale - 1:7.3 •••• Ell MEMO= 0 0 0 0 : 2 •••••• t • • •• • ••••• •• •• • •• •••••• • • • •• • • • • •••••• •• • • • 000000 • • 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 ' Lumber DOL 0.90 WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Rep Stress YES Matrix-P Weight: 9 lb FT = 20% 020 Code FBC2020lfP12014 LUMBER- BOT CHORD 2x6 SP No.2 BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 22/4-0-0 (min. 0-1-8) 1 = 22/4-0-0 (min. 0-1-8) Max Grav 2 = 43(LC 3) 1 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply ANOTHER CREATION HOMES - 164 ADD 21060301 V8 VALLEY 1 1 0087402 Job Reference (optional) manIneZ I russ GO., Inc., Medley, rL JJ1 bb Hun: t$.4JU S Jun Z ZUZI l-nnl: i1.4Ju s Jun Z ZUZ7 MI I eK Industries, inc. I nU Aug 1 U 13:UJ:Jb Zu21 rage 1 I D:aB 13PRtNVK1O8zhXgSJ9_Yz8L0q-M PA5HXFBiWAMwpcD5renmRfn PDeoRioVhLuMbbymHyM 4-0-0 8-0-0 4.4 = •••• • • 3.00 12 94 • 4 • • •••••• •••••• • •• • • 3A 1.5.411 • • • • • • • • • • • • •• 3x4 3 Scale = 1:14.2 4-0-0 14-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 21 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 150/8-0-0 (min. 0-1-8) 3 = 150/8-0-0 (min. 0-1-8) 4 = 320/8-0-0 (min. 0-1-8) Max Horz 1 = 14(LC 11) Max Uplift 1 = -65(LC 12) 3 = -65(LC 12) 4 = -97(LC 12) Max Grav 1 = 150(LC 1) 3 = 150(LC 1) 4 = 320(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4= 249/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL-1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. LOAD CASE(S) Standard Job Truss Truss Type Ply ANOTHER CREATION HOMES - 162 ADD 21060301 V12 Valley �Qty 1 1 A0087398 Job Reference (optional) Martinez I russ Go., Inc., Medley, rL JJ16d Hun: S.4Ju S Jun L LuLl rnm: a.4Ju s Jun L zuzi MI I eK mauslnes, Inc. 1 nu Aug 1 V 1 J:uJ:Jt1 LULL rage 1 ID:aB13PRtNVK108zhXgSJ9_Yz8LQq-rbkTVtGgTgIDXzBQeY90JeCvFcycA9Lfw?dw8lymHyL 6-0-0 12-0-0 6-0-0 6-0-0 Scale - 1:18.5 4A = •••• 3.0012 2 • • •••• •• • • •r ••••r• • V •• •w••".,................. r••41 4 • • • 3A 1.5x4 11 • • ax4 = • • • • •• • • • LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 34 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 224/12-0-0 (min.0-1-8) 3 = 224/12-0-0 (min.0-1-8) 4 612/12-0-0 (min.0-1-8) Max Horz 1 = -24(LC 10) Max Uplift 1 = -90(LC 12) 3 = -90(LC 12) 4 = -208(LC 12) Max Grav 1 = 234(LC 17) 3 = 234(LC 18) 4 = 612(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4--459/535 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 10-9-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL-1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=208. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 161399 21060301 V16 Valley 1 1 A0081399 Job Reference (optional) Martinez I runs l:o., Inc., Mecley, t-L J3166 Hun: 6.43U S Jun Z ZUZI runt: t$.43U s Jun 2 LU21 MI I eK Inaustries, Inc. I nU Aug 19 13:U3:36 ZUZ1 1-age 1 ID:aB13PRtNVKI08zhXgSJ9_Yz8LQq-rbkTVtGgTgIDXzBQeY90JeCzYc_UA9Ffw?dw81ymll;L r 4-0-0 8-0-0 12-0-0 16-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4x4 = •••• • •••• • • •••• • • 3.0012 3 ` _- • •••• •••• ••••a,Swll 9 .._ .......... ST1 •••• �-1 :...... 000 • • . ._. •• •••.•• i• 0-- -.- - - - •• 414 :•:•01,5x411 1.5x411 • •• •••• • •• • • • • • • • • • [PA1a11 4-0-0 Scale a 1:24.6 10 1.5x4 11 Tt 4 -, 6 1.5x4 11 3x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-34(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7= 115(LC 12), 8=-182(LC 12), 6=-182(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=409(LC 1), 8=449(LC 17), 6=449(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-328/300, 2-8=-371 /373, 4-6=-371 /373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 1-2-3 to 4-0-0, Interior(1) 4-0-0 to 8-0-0, Exterior(2R) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 14-9-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 5 except Qt=lb) 7=115, 8=182, 6=182. LOAD CASE(S) Standard 16-0-C 4-0-0 PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% r Job Truss Truss Type Qty Ply ANOTHER CREATION HOMES - 162 ADD 21060301 V20 Valley 1 1 A0087400 Job Reference (optional) marunez I runs uu., Inc., meuley, rL as 100 muff. 0.9JV S Jufl L LVL I rflfII. 0.4aU J JUII L LVL I IVII I UR I[I—If 10J, 11- 11IU nuy 10 1 J-.a— —11 1 U. 1 ID:aB13PRtNVK108zhXgSJ9_YzBLQq-rbkTVtGgTgIDXzBQeY9OJeCy4czMA9_fw?dw8lymHyL 20-0-0 i n_n_n I Scale - 1:30.8 4x4 = 3 3.00 V2 ----- • • •••• •••••• 1.5x1 10 -` ` ". ---- t.Swl 12 - 3x68 7 6 •••••• • 3x4_ •• 1.. 11 5x8= 1.5x411 • •• • ••••0• LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=-44(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8= 240(LC 12), 6= 240(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=333(LC 1), 8=595(LC 17), 6=595(LC 18) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7= 276/216, 2-8— 476/421, 4-6— 476/421 NOTES- 1) gnbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-9-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2U-U-U 20-0-0 CSI. DEFL, in (loc) I/defl Ud TC 0.38 Vert(LL) n/a n/a 999 BC 0.19 Vert(CT) n/a n/a 999 WB 0.15 Horz(CT) 0.00 5 n/a n/a Matrix-S 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Ut=lb) 8=240, 6=240. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% TRUSSED VALLEY CONNECTION DETAIL I T-VALLEY-180-D AUGUST 3, 2015 aV�aL_J 0 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Tampa, FL GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5" X 0.131" = 16d 2. WOOD SCREW = 4.5" WS45 USP. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-05 • • • • 7. VALLEY STUD SPACING NOT TO EXCEED 60" O.C. • • 8. BASE TRUSS AND VALLEY TRUSS MVSTP%SOUTHEfif"NE LUMBER.• •• • • •• • •••••• •••• • •••••• Lz • • • • •• • ••••• BASE TRUSSES • • • �•••� ••.•• II II II : VALLEY TRUSS TYPICAL ACH 2x4 CONTINUOUS NO.2 SP THE ROOF W/ TWO USP WS45 (1/4" X 4.5") OD SCREWS INTO EACH BASE TRUSS. ENS o* • 3938 -- ATE 41/ " '1.5'Max ice• �� iN AL to �t L FL Cert. 6634 GABLE GABLE END, COMMON TRUSS nR r ipnFR TRI ICC WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 EXPOSURE B, C OR D WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. August 3, 2015 JANUARY 1, 2009 1 L-BRACE DETAIL ! ST - L-BRACE MiTek USA, Inc. ------- _-- ---- - Nailing Pattern L Brace size Nail Size 1Nail Spacing 1 x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Mr. V_y Web \ � Nails MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when contnu ous• ""...' •„• lateral bracing is impractical. L-6saoe . " ". • must cover 90% of web length."". • • • ". • • • !A9race Size"... • • • • der*Qi%-Ply Try 6s • , • • • • t_._.....' Spaafi"Continuoug • • Rc;vs (f Lateral Brpcinq .""0% Web Size ; 1••� ✓2 •• 2x3 or 2x4 1 x4 *`+r • • ' ........ .......... -• - 2x6 ix6 "} 2X8 M }}} .. ....�...__ `•' DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 2x6 2x6 -- 2x8 2x--L- —� DIRECT SUBSTITUTION NOT APLICABLE. `t�`Wt�srrrtrrrr�y E NSA 'r�"rrS,s'O N Al,Ct�,,. L-Brace must be same species grade (or better) as web member. F'L Cert6634 Jane 10, 201.4 ICC-ES Evaluation Report ESR-2549 Reissued January 2018 Revised May 2018 This report is subject to renewal January 2019. www.icc-es.orq I (800) 423-6587 I (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 9255099 www.stronatie.com EVALUATION SUBJECT SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code* (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie* face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2015 IBC and Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU and HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger. The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39116 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear /CC.ESEvafw-Rep—ace rolro heca .dmnorme&,. he --d uromunrm lthe nmieu lthe roltwa,eronanenauionl ;u,.. rt--h-k- 1CCE.•m-oasel.,ee. ttc, �orinmred a< to amf bl%or dMrmmterm ays �.ormmmry pmducl coveredbv the report. �m _ ti -. Copyright* 2018ICC Evaluation Service, LLC. Ad] rights reserved. Pagel of 14 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ICC 1 - ICC 1 - PIfG • • • • • • • • i "2014 Recipient of PrestigiousIVesterrl'Slates setsmic policy toulkil • • �� (WSSPC) Award in Excellence" A Subsidiary of morcrm`omtr ICC-ES Evahration Reporlet•eanol"6 consullid" representing aesthetics or wry other attributes not specifically addressed, nor are they to beltonstruedift an endnrre4aendbf tt• suhjecjoJthe rQparA4pr a recommendation for its use. There is no warranty by IC4Eva1W1!on Service, &C, ekrer or it l.%&,• as A at: finding or other ntaner in this ! • report, or as to arty product :t;•reu%Ate reports • • ♦ • • e • �� •^^� • • • • Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ••• • • • • ••• • • • • • • • • • • • • • •• •• • C • •• •• 000 9 0 • ••• • • ... • • • ... • . ESR-2549 Most H4dely Accepted and Trusted 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 10O1F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, Ca, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NOS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, the most restrictive governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for mod - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: Page 3 of 14 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturers published installation instructions. A copy of the instructions must be available at the jobsile at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or an adhesive label, indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. TABLE 1-ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibf) MODEL W H B Hader' Joist UpIBt° Download CD-1.6 CD =1.0 CD=1.16 CD-125 led 16d led 16d 10d 16d LU24 1°/,a 3% 1% 4 2-1 Odx1% 240 465 555 530 630 570 655 L1126 1°1,e 4% 1112 6 4-10dx 1Y2 540 695 835 800 950 860 1,030 L1Y18 1°/,. Wt. 1'/2 a 6-10dx 1'/2 $50 930 1,110 1,065 1.180 1,145 1,180 LU210 1%e 7"/,e 02 10 6-110dx 1'/2 850 1,16g 1,390 1,330 1,5110 1,430 1,615 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'The quantity of 10d or 16d common nails specified in the "Header column under' Fasteners' Is required to achieve the tabulated allowable loads shown in the Allowable Download 'I OT or "I6d" columns. Allowable uplift loads are for hangers installed with either 10d or led common nails into the supporting headerlbeam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most 144dely Accepted and Trusted nailing in the inslallatiMi inst (dips. See•T�b 7er the hanger dimensions, �qbire� fasteners, an allSwale loads; Figure 7 for aslrawing&pf a typical 4WHUSeseri s hanger. • • • • • 3.1.8 SURIL and 3uRR.0 Wes Hangars The SUL series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models aliellavail981d %th thtk tK2 flares concealed and are identified•wdth the•moel sig:ati�'p SUR/LC. See Table 8 for A hangetc1na i r regulrV fasteners, and allowable :ads; and Figpre� or a drpwigg of typical SUR/L series hang ij. • • • • • • 3.1.9 HSURIL and HSURILC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the Az flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, '/? inch (12.7 mm), as shown in Tables 1OA and 10C, and /a inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing opfions are given in Tables 10A, 10B, and 10C to address varying heel Freights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 1OA and 1OB for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to % inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to '/a inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM Page 2 of 14 t • 0653, S$ detitignation, Grade 33 with a minimum yield • akenlith, 4F , •f 33,000 psi (227 MPa) and a minimum WrItile stringtR, Fv, of 45,000 psi (310 MPa). The HTU and RGUS slues dangers are manufactured from galvanized strJ@liompIng with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, Fv, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the • ltwngersin this report are as follows: • •• • • NOMINAL THICKNESS • • (gage) MINIMUM BASE -METAL THICKNESS (inch) • • .No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 2O 0.0335 For BE 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or other engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for structural glued laminated timber and engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (F2b): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 1'/z 0.148 11/1 90,000 10d 0.148 3 90,000 16d x 2% 0.162 2% 90,000 16d 0.162 31/z 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with 2015 IBC Section 2304.10.5, 2012, 2009 and 2006 IBC Section 2304.9.5 or 2015, 2012 and 2009 IRC Section R317.3, or ESR-2549 Most Widely Accepted and Trusted Page 5 of 14 TABLE 3-ALLOWABLE LOADS FOR THE HUIHUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (Inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibf) 4 NO. W H B Header Joist Uplift° Download CD=1.6 CD=1.0 CD=1.15 CD=125 HU26 1%. 3'/,. 2'/4 4-16d 2-10dx 1% 305 595 670 720 HU28 1°/,. 5% 2'/. 6-t6d 4.10dx 02 605 895 1,010 1,080 HU210 1°/,. 7% 2'4 8-16d 4-10dx A/2 605 1,190 1,345 1,440 HU212 1%. 9 21/4 MAW 6-10dx 1'/2 1,135 1,490 1,680 1,800 HU214 111,. 10. 2'/. 1 12-16d 6-10dx 1'!2 1,135 1,790 2,015 2,160 HU216 1°/,. 12"/a 2'/, 18-16d 8-10dx P/2 1,510 2,680 3,025 3,240 HU34 2°/,e 3% 2% 4-16d 2-10d x 1'/2 380 595 670 720 HU36 2°/,e 511. 2% 8-16d 4-10dx 1'/2 605 1,190 1,345 1,440 HU38 2%e 7% 2% 10-16d 4-10dx*2 605 1.490 1,680 1,800 HU310 2°/1. e'/e 2'I2 14-16d 6-10dx 1'/2 905 2,085 2,350 2,520 HU312 2°/,. 105/e 2% 16-16d 6-10dx 11/2 905 2,385 2,690 2,880 HU314 2%. 12% 2% 18-16d 8-10dx 1'/2 1,510 2,680 3,025 3,240 HU316 2°/,. 141/e 2'/2 20-16d 8-10dx 1'/2 1,510 2,980 3,360 3,600 HU44 3°/,. 27/, 211 4-16d 2-10d 380 595 670 720 HU46 3°/,. 53/,. 2'12 8.16d 4-10d 755 1,190 1.345 1,440 HU48 3°/,. 613/1. 2'1 10ACk! 4-10d 755 1,490 1,680 1,800 HU410 e116 85/e 2'/2 14-16d 610d 1,135 2,085 2.350 2,520 HU412 3°/,. 1el,. 2% 16-16d 6-10d 1,135 1 2,385 2,690 2,980 HU414 3°/1e 123/e 2% 18-16d 8-10d 1.510 2,680 3,025 3,240 HU416 3°/,. 13% 2% 2D-16d 8-10d 1,510 2,980 3,360 3,600 HU66 512 43/,e 2% 8-16d 4-16d 895 1,190 1,345 1,440 HU68 5% 511/1. 2'12 10-16d 4-16d 895 1,490 1,680 1,800 HU610 5'/2 7% 2% 14-16d 6-16d 1,345 2,085 2,350 2,520 HU612 5/2 93/. 2% j 16-16d 6-16d 1,345 2,385 2,690 2,680 HU614 5% 111/. 2% 18-16d 8-16d 1.780 2,680 3.025 3,240 1-11.1616 5'/2 12'%, 2'/2 20-16d 8-16d 1,780 2,980 3,360 3,600 HU24-2 3% 3'/1e 2'/2 4-16d 2-10d 380 595 670 720 HU26-2 3% 5% Ph 8-16d 4-10d 755 1,190 1,345 1,440 HU28-2 3% 7 2% 10.16d 4-10d 755 1,490 1,680 1.800 HU210-2 3'1 811/,. 2% 14-16d 6-10d 1,135 2,085 2,350 2,520 HU212-2 3'/e 10°/,. 2'/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU214-2 3% 12"/,. 2'/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU21&2 3% 13% 2'h 1 2D-16d 8-10d 1.510 2,980 3,360 3,600 HU310-2 5'le 87/e 2% 14-16d 6-10d 1,135 2,085 2,350 2,520 HU312-2 5'/e to,/. 21!z 16-16d 6-10d 1 1,135 2,385 2,690 2,880 HU314-2 51/e 1 1211. 2% 18-16dNH6d 1,510 2,680 3,025 3,240 HU2&3 4t1/,. 5112 2112 8-16d 755 1,190 1,345 1,440 HU210-3 4111'. 81/,e 2% 14-16d1,135 2,085 2,350 2,520 HU212-3 4" 1. 105/,e 2% 16-16d1,135 2,385 2,690 2,880 HL214-3 4t1/1. 12%. 2% 18-16d1,510 2,880 3,025 3,240 HU216-3 4" A. 13% 21/2 20-16d1,510 2,980 3,360 3,600 HU210-4 61/e 83/. 2'/2 14-16d 1,345 2,085 2,350 2,520 HU88 7'1 63/. 2% 10-16d us 1,4M 1,680 1,800 HU810 7% 83/e 2'/z 14-16d 1.345 2,085 2.350 2,520 HU812 T/2 10'/e 2'/x 1&16d 1,345 2,385 2.690 2,880 HU814 7'/2 117/, 2% 18-16d 8-16d 1,780 2,680 3,025 3,240 HU816 7'/z 133/. 2% 20-16d &16d 1,780 2,680 3,360 3.600 For SI: 1 inch = 25.4 mm, 1 Ibf - 4.45 N. 2 -to; to Figures 3. and 3b (page 6) for definitions of hanger nomenclature (W. H, B). ,Refer to Section 3.2.3 of this report for nail sizes and required rranimum physical properties. 3HU series hangers with widths (W) equal to or greater than 2 °/1e inches (65 man) are available with header flanges turned in (concealed) and are identified with the model designation HUC9. See Figure 3b (page 6). 4Tabulated allowable loads must be selected based on duration of load as permitted by the applicable budding code. 'HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. °Allowable uplift loads have been increased far wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. ESR-2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS' (Inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS'''' Pb� Uplift • Download No. W H B Header* Joist CD=1.6 Co=1.0 CD=1.15 CD=126 10d led 10d led led led U24 1°/,. 3% 2 4 2-1 Odx 1% 240 490 575 550 650 590 705 U26 1°/,e 4x/. 2 6 4-10dx 1% 535 730 865 830 980 890 1,055 1.1210 1%. 7"/,e 2 1D 6-1 Ddx 1Y2 990 1,220 1,440 1,380 1,565 1,480 1,565 U214 1°/,. 10 2 12 8-10dx1% 990 1,465 1,730 1,655 1,955 1775 2,110 U34 tl,. 3'/. 2 4 2-10dx 1% 240 490 575 550 650 590 705 U36 2°/,e 531e 2 8 4-10dx 1'/x 535 975 1,150 1,105 1,305 1,185 1,410 U310 2°/,e 871, 2 14 6-1 Od x 1'/z 990 1,710 2,015 1,930 2,280 2.070 2,465 U314 R. 10'12 2 16 6-1 Odx1% 990 1,950 2,305 2,210 2,610 2,370 2,815 U24-2 3'1. 3 2 4 2-10d 240 490V2,01 550 650 590 705 U26-2 31/. 5 2 8 4-10d 535 975 1,105 1,3D5 1,185 1,410 U210-2 3'/e 8% 2 14 6-10d 990 1,750 1,930 2,280 2,070 2,465 U44 3°/1. 2% 2 4 2-10d 240 490 550 650 590 705 U46 3°/,e 4% 2 8 4-10d 535 975 1,105 1,305 1,185 1,410 U410 3°!,. B'/e 2 14 6-1 gd 990 1,710 1,930 2,280 2,070 2,465 U414 3.A. 10 2 16 6-10d 990 1,950 2,210 2,610 2,370 2,815 U26-3 4% 4'/. 2 8 4-10d 535 975 1,105 1,305 1,185 1,410 U66 5% 5 2 8 4-10d 535 975 1,150 1,105 1,305 1,185 1,410 U610 5/x 8% 2 ib 6-1 Od 990 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 4% 7'/4 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,070 2,465 1.12411 21/,e 3% 2 4 2-1 Od x 11/2 240 490 575 550 650 590 705 U26R 2'/,. 5% 2 8 4-1 Odx 11/2 535 975 1,150 1,105 1,305 1,185 1,410 U210R 2'/,e 9% 2 14 6-1 Odx 1% 990 1,710 2.015 1,930 2,280 2,070 2,465 U44R 41/,. 2% 2 4 2-16d 240 490 575 550 650 590 705 546R 4%. 4% 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 U410R 4'l,. 6'/e 2 14 6-16d 990 1,710 2,015 1,930 2,280 21070 21465 U66R 6 5 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 L1610R 6 8'/2 2 14 6-16d 990 1,710 2,015 1,930 2.250 2,070 2,465 For SI: 1 Inch = 25.4 ram, 1 Ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). ,Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable budding code. 'U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. sThe quantity of 10d or led common nails specified in the 'Header' column under "Fasteners" is required to achieve the tabulated allowable loads shown In the Allowable Download "1Ud" or "16d" columns. 'Allowable uplift loads are for hangers installed with either 10d or led common nails into the supporting headerlbeam, and have been increased for wind or earthquake leading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govem. ti" lie7� • • • • • • • • • • • • • rdGUBE 1-1-UCERVS MANGIER • • • • FIGURE 2-11 SERIES HANGER • • (See Tab181b--Page 30 • • (See Table 2-above) ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-2549 Most VAdety Accepted and Trusted Page 7 of 14 TABLE "LLOWABLE LOADS FOR THE NUS SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILS° (Quantity -Type) ALLOWABLE LOADS'' (Ibf) NO. W H B Header Joist! Uplift° Download Co=1.6 Co=1.0 Co=1.15 Co=1.25 MUS25 1•l,e 51/,e 2 6-10d 6-10d 930 1295 1.480 1,560 MUS28 1°/10 W4 2 8-10d 8-10d 1,320 1,730 1,975 2,125 Far 51: 1 inch = 25.4 men,1 Ibf = 4.45 N. 'Rehr to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4MUS series hangers provide torsional resistance, Which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist With respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. °Allowable uplift loads have been increased for vund or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govern. �TM C • b c Stt b i b �• H , k C b • FIGURE 5-MUS HANGER (sea Table 6) FIGURE 6-IUS SERIES HANGER (see Table 6) TABLE G-ALLOWABLE LOADS FOR THE HUB AND HUSC SERIES HANGERS DIMENSIONS (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS''' (1b0 MODEL NO. W H B Hader Joist' Uplift° Download Co=1.6 Co=1.0 Co=1.15 Co=126 HUS26 Ile 514 3 14-16d 6-16d 1,320 2,735 2,845 2.945 HUS28 1 /e 7'/1e 3 22-16d 8-16d 1,760 3,695 3,695 3,695 HUS216 Ile 9 /,. 3 30-16d 10-16d 2,635 5,450 5,795 5,830 HUS46 31,. 4%,. 2 4-16d 4-16d 1 1,165 1,055 1,195 1,290 HUS48 3/,. 6'l,e 2 6-16d 6-16d 1,320 1,580 1,790 1,930 HUS410 3 /,e 8' /,e 2 8-16d 8-16d 3,220 2,110 2,385 HUS412 3l,. 1031. 2 10-16d 10-16d 31435 2,635 2,985 HUS26-2 3/e 5/,e 2 4-tfid 4-16d 1,165 1,055 1,195 HUS28-2 3l. 71,. 2 6-16d 6-16d 1,320 1,580 1.790 M2,575 HUS210-2 ale 9'l,e 2 8-16d 8-16d 3,220 2,110 2,385 HUS212-2 3 le 11 2 10-16d 10-16d 3,435 2635 2885 For SI: 1 inch = 25.4 mm. 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, 8). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the header/barn (double shear nailing) to achieve the tabulated loads. °Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads most be reduced when other load durationa govern. THUS sense hangers Wth widths (W) equal to or greater than 3°/,s inches (90 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUSCO. ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . ESR-2549 Most 114dety Accepted and Trusted Page 6 of 14 'r • • • • • • TABLEM-I1ILLOWABLE LOADS FOR TM LUS SERIES JOIST HANGERS MODEL • [�ME NS • cites) (O O � S° • ypa) • ALLOWABLE LOADS'" Ub4 NO. 4• • W • • H • • • B • Header • foist' Uplift' Download Ca=1.6 Cc=1.0 C.=1.15 Cc=125 LUS24 1°/,e 37e 1% 4-10d 2-10d 435 670 765 820 LUS26 1°/,. 4% 1'/, 4-10d 4-110d 1,165 865 990 1,060 LUS28 h. 1 6-1 1,165 1,100 1,260 1,350 LUS210 11/4 Vko 9 A a e8-101• 4-116d 1,165 1,335 1,530 1,640 LUS24-2 la 3% 04-1A Jk16d 410 800 905 980 LUS26-2 3'le • sll'j� • 74 4-1 1,060 1,030 1,170 1265 LUS28-2 311e 7 2 6-16d 4-16d 1,060 1,315 1,490 1,610 LUS210-2 31/e 8"/,a 2 8-16d 6-16d 1,445 1,830 2.075 2245 LUS214-2 3'/. loll/,. 2 10-16d 6-16d 1,445 2,110 2.395 2,590 LUS26-3 4%. 0. 2 4-16d 4-16d 1,060 1,030 1.170 1265 LUS28-3 01a 6% 2 6-16d 4-16d 1,060 1,315 1,49D 1,610 LUS2103 4%. 8"l,e 2 S-16d 6-16d 1,445 1.830 2,075 2245 LUS38 2°l,. 51/4 2 4-16d 4-16d 1,060 1,030 1,170 1265 LUS44 3°/,e 3 2 4-16d 2-16d 410 800 905 980 LUS46 3°1,. 4 /, 2 4-16d 4-16d 1,060 1,030 1,170 1265 LUS48 3°/,. 634 2 6-16d 4-16d 1,060 1.315 1.490 1,610 LUS410 3°/,. 9%4 2 8-16d 6-16d 1,445 1,830 2,075 2245 LUS414 3•/,. 1W1, 2 10-16d 6-16d 1,445 2,110 2,395 2,590 For III: 1 inch • 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, 8). 'Refer to Section 32.3 of this report too, nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permi0ed by the applicable building code. 4LUS Series hangers provide torsional resistance, Which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the tap or bottom of the joist wfth respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. •Allomble uplift loads have been Increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 3a-HU SERIES HANGER (See Table 3-Page 5) 10!•I/Ifi FIGURE 3b-41UC SERIES HANGER (See Table 3, Footnote 3-Page 5) FIGURE 4-LUS SERIES HANGER (See Table 4 above) ESR-2549 Most Widely Accepted and Trusted Page 9 of 14 TABLE 9-ALLOWABLE LOADS FOR THE HSURIL AND HSURILC SERIES JOIST HANGERS MODEL (inches)Quantity-Type) DIMENSIONS'fi2el,.l FASTENERS` ALLOWABLE LOADS'^` (Ibf) NO. W N B A7 der Joist Uplitle Download Co=1.6 Co=1.0 Co=1.15 Co=125 HSURA26-2 3'/e 41'A. 2%. 1Y. 16d 4-16di2'/x 726 1,790 1.795 1,795 HSURIL210-2 31/e 8"/,e 2%. 11Y. 16d 6-i64x2% 1,150 2,980 3,360 3,410 HSURIL214-2 31/e 12"/,e 2%. 1% i6d 8-16dx2'/2 1.490 3,875 4,370 4,680 HSURIL46 3°/,e 43/4 2%. 1 16d 4-16d 725 1.790 1,795 1,795 HSURIL410 3/,e 8'/2 2�1�e 1 t6d 6-16d 1,150 2,980 3,360 3,410 HSURIL414 ell. 12% 2%. 1 d 8-16d 1,490 3.875 4,370 4,680 For 81: 1 inch = 25.4 mm,1 Ibf - 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomendature (W, H, B). These hanger: have a 45' skew. 2Refer to Section 32.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable budding code. 4HSURIL series hangers provide torsional resistance, which is defined as a moment of not leas than 75 pounds (334 N) times the depth of the joist at Which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. `The 2-2x and 4x HSURIL models are available with the A2 flanges concealed and are specified with the model designation HSURILC. FIGURE S-HSURIL SERIES HANGER ESR-2549 Most Widely Accepted and Trusted Page 8 of 14 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' (inches) COMMON NAILS' IOuanlity-Type) ALLOWABLE LOADS" (Ibf) MODEL NO. W H B Header Joist` UPIW Download Coo 1.6 Co- 1-0 Co-1.15 Co=1.25 HHUS26-2 3e/,e 5%. 3 14-16d 6-16d 1,320 2,830 3.190 3,415 HHUS28-2 3'/,e 7'/2 3 22-16d 8-16d 1,760 4,265 4.810 5,155 HHUS210-2 3'/,a 9". 3 30-16d 10-116d 3,550 5,705 6,435 6,485 HHUS46 3% 514 3 14-16d 6-16d 1,320 2,830 3,190 3,415 HHUS48 3%e 7% 3 22-16d 8-16d 1.760 4,265 4,810 5,155 HHUS410 3'/e 9 3 30-16d 10-16d 3.550 5,705 6,435 6,485 For BE 1 inch - 25.4 min, i Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable budding rode. 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the tap or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 min). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the headerlbeam to achieve the tabulated loads. `Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. I-r h FIGURE 7-HHUS SERIES HANGER (ace Table 7) FIGURE S SURIL SERIES HANGER (am Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SURIL AND SURILC SERIES JOIST HANGERS MODEL DIMENSIONS' Wheal FASTENERS' (Quantity -Type) ALLOWABLE LOADS'"` (Ibf) NO. W H B Al A2 Header Joist Uplif a Download CD=1.6 Co=1.0 Co=1.15 Co=125 SURA24 1°/,e 3'/he 2 11/. 1Y. 4-16d 4-10dx 1'/2 395 575 650 705 SUR/1.26 1°/,e 5 2 11/. 11/4 6-16d 6-10dx 1'/2 675 865 980 1,065 SURIL26-2 31/e 4" /1e 2% 1'/2 2% 8-16d 4-1 did xI % 725 1,150 1,305 1,325 SUR1210 1e/,e 8'/,. 2 1% 1'/4 10-16d 10-10dx 1'/2 i,250 1,440 1,630 1,760 SURIL214 1°/,e 10 2 0e 11/4 12-16d 12-1Odx 1% 1,890 1,730 1,955 2,110 SURIL210-2 31/a 8"l,s P/e 1'/2 1 1416d I cl6 2'l2 1,150 2.015 2,280 2,345 SURIl2.56/9 2°/,e 8"/,e 3'/1e 1'/e 2'le 1416d 2-tOdx 1'/2 210 2,015 2,280 2.465 SUR/L2.56/11 2°/ 11'/1 3'I 'le 'le 6-1 d -1 x 1Y2 210 2,305 2,610 2,.!1 SURIL414 °/,e 12112 2'/• J, 2'/• 1 AS-15d 8-16dx2'/2 1,490 2,400 2,400 2,400 For SI: 1 imdh = 25.4lrrhm, l Ibf = 4.45 N. • • • • • • • • •• • • • • ••• • 'Refer to Figure 8 (this pqge) for defnitices o*anpr m9neMatui• (W, H, W. These hangers have a 45° skew. 2Refer to Section 3AOwf this fp•rldfor nadmiaes andeequired ndAmur•lAysical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable budding code- 4 SURIL series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist WM respect to the vertical position of the joist is 0.125 inch (32 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. ••• ••• •• • • •• • 'Allowable uplift Idbds have bent increased fe►wint or ArthquakMoading vft nA further increase Is allowed. The allowable uplift loads must be reduced when Cher loadidurstions govdh. • • • • • • 'The 2-2x and 4xtUR/L ahodels arsava�•ble with •the F! flakes a ncfhledlhnd *a specified with the model resignation SUR/LC. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-2549 Most Wdety Accepted and Trusted Page 11 of 14 TABLE 1013 MENS1ONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS el. Inch Maximum Gap behi aen Supporting Member and Supported Member- Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches) FASTENERS4 (Quantity -Type) ALLOWABLE LOADS s"' (Ibf) W H B Into Supporting Member into Supported Member UPIfR' Download Cd=1A C�.9 Ce=1.0 Co=1.15 Cam- CD=1.6 Single 2X Sbes FfrU26 (% Gap -Min Nail)' I% 5'/,. 3'/2 20-16d 11-10dxl'12 640 2,640 2,670 2,670 2,670 2,670 1s/e 51/," 3'/z 20.16d 14-10dx1'1: 1,250 2,640 2,940 3,200 3,200 3,200 HTU26(% Gap - Max Neff Isla 5'/,e 3% 20-16d 20.10dxl'12 1,555 2,640 2,940 3,320 3,580 4,010 HTLI28('/a Gap -Min Nail)' 1% 71/,e 3% 26-16d 14-10dxl'I2 1,235 3,430 3,82D 3,895 3,895 3,895 HTU280. Gap -Max Nal1W isle 7'/,e 3% 26-16d 26-10dxl'/2 2,020 3,430 3,820 4,315 4,655 5,435 HTt1210('/e Gap -Min Nail)' 1% 9'/,. 3'/2 32-16d 14-10dxl'/2 1,330 4,225 4.300 4,300 4,300 4,3D0 FIT U2100."Gap-Max Na)2 1s/e 9'/+s 3112 32-16d 32-10dxl'Iz 3,315 4,225 4,705 5,310 5,730 5,995 Double 2X Saes HTll26-2 (% Gap - Min Heel)' 3%. 5'/,. 31/2 20-16d 14-10d 1,515 2,640 2,940 3,320 3,580 3,910 HTU26-2 (%" Gap - Mors Nail)2 3%. 57/,e 3'12 20-16d 2D-10d 2,175 2,640 2,940 3,320 3,580 4,480 HTU28-2 (%"Gap - Min Nail)' 3'1,e 711,e 3% 26-16d 14-10d 1,530 3,430 3,820 4,310 4,310 4,310 HTU28-2 ('/a" Gap - Max Nallf 3%. 7%. 3% 26-16d 26-10d 3,485 3,430 3,820 4,315 4,655 5,825 HTU210-2 ('/."Gap -Min Nail)' 3s/,, 9'1,. 3% 32-16d 14-10d 1,755 4,225 4,705 4,815 4,815 4,815 HTU210-2('/s Gap -Max Nail)' 3s/,. 9%. 3'12 32-16d 32-10d 4,110 4.225 4,705 5,310 5,730 6,515 For SI: 1 inch = 25.4 in, 1 pound = 4.45 N. 'The suffix'('/e Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is inch (3.2 mm) or less, and at a minimum, the number of nails specified in the table above are installed Into the supported wood truss. Refer to Figure IOB for a typical installation detail. 2The sulfa'( /e" Gap - Max Nell)' corresponds to installed condtfons where the gap between the supporting member and supported wood truss is'/e inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss Hoist) are filled with nails. 3 his Is designated in the table as "Max Nail' and is shown in Figure 108 on this page. Refer to Figure t0A for definitions of hanger nomenclature (W, H, B). 'Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabuated allowable loads are for installations in wood members complying with Section 32.2 of this report. 'Tabulated loads must be selected based on the applicable load duration facto, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 7HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) tries the depth of the joist at Mich the lateral movement of the tap or bottom of the joist with respect to its vertical position is 0.125 inch (32 mm), for joists having a height no greater than the height (H) of the hanger. 'Allowable uplift loads have been increased for wind or earthquake loading Win no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally When other load durations govern. Min, heel height per table FIGURE 1013-TYPICAL HTU INSTALLATION ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . ESR-250 Most H4dey Accepted and Trusted Page 10 of 14 • •MILE MA�•DIMENS�Ng1NAr1•NOSCHEDW-ESspN4D•E%GN VALUES FOR HTU SERIES HANGERS el, Inch Maximilian Gap betwee•Supilorting Member anll Srepolied Member- Maximum Number of Nails into Supporting Member) • ••• •• MODEL No. DIMlit S' • • IOuS ERS r • ALLOWABLE LOADS a"' (Ibf) W H B Into Into Supporting Supported Member Member UpIfR' Download CD=1.6 C0.9 CD=1.0 Co=1.15 C�1.25 Cc=1.6 Single 2X Sizes FfT1126 ('/� Gap -Min f�im 1 ` j'/," 3'/0 • 20 j6d ' 635 2,395 2,395 2,395 2.395 2,395 •1% !'l,. 3'I? • 2OR6t • 1,175 2,640 2,940 3,100 3,100 3,100 Hi1126 ('/i Gap -M Nall)' 1 3' 20. did 1,215 2,640 2,940 3,320 3,580 3,630 HTU28 C/2 Gap -Min Milo' 61% 41'/,s 3112 2646d• 2 t26-10dx1'/2 1,110 3,430 3,770 3,77D 3,770 3,770 FfTU28('Iz Gap - Max Nally 1%e 7'/,. 3% 26-16d 2 1,920 3,430 3,820 4,315 4,655 5,015 HTU210('/2"Gap-Min Nail)' 1s/.ON 3% 32-16d 2 1250 3,600 3,600 3,600 3,600 3,600 HTU210 ('y Gap - Max Huff 1% 9'/,. 3'l2 32-16d 2 3255 4,225 4,705 5.020 5,020 5,020 Double 2X Sizes Halm-2 ('/2 Gap - Min Nail)' 35/1e 5'/a 3% 20.16d 14-10d 1,515 2,640 2,940 3,320 3,500 3,500 HTU26-2('12 Gap -Max Naf)2 3%," 5%. 3'l2 20-16d 20.10d 1,910 2,640 2,940 3,320 HTU28-2 (9z Gap- Min Nail)' 3s/,e 71/,e 3'12 26-16d 14-10d 1,490 3,430 3,820 3,980 HTU28-2 ('12" Gap - Max Nail)' 3'/,e 7'/,e 3'/2 2616d 26-10d 3,035 3,430 3,820 4,315 H57306,470 HTU210-2 ('lz Gap - Min Nail)' el,. 9'/,a 3% 32-16d 14-1 Od 1,755 4,225 4,255 4,255 FITU210-2 VW Gap -Max Nail)2 35/,. 9'l,e 3'/2 32-t6d 311 Dd 3,855 4,225 4,705 5,310 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix'('/z Gap - Min Nail' corresponds to installed conditions where the gap betvean the supporting member and supported member is more than 'Is inch (3.2 man) and less than or equal to inch (12.7 mm), and, at a rrninimum, the number of nabs specified in the table above are installed Into the supported wood truss. Refer to Figure I OB on page 11 for a typical installation detail. 2The suffix '('/z Gap - Max Nail)' corresponds to installed condifions where the gap between the supporting member and supported member is more than 'is Inch (3.2 mm) and less than or equal to 12 Inch (12.7 mm), and all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss Qoist) are filled wfth nails. This Is designated in the table as "Max Nail" and is shown In Figure 10B on page 11. Refer to Figure 1 OA for definitions of hanger nomenclature (W, H. B). 'Allowable loads correspond to installations where the maximum possible number of nails is driven into the supporting member. Refer to Section 32.3 of this report for nail sizes and required rninimum physical properties. 'Tabulated allowable loads are for installations in wood members complying vMh Section 322 of this report 'Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable budding code. See Sections 4.1 and 4.2 for design and installation requirements. 7HTU series hangars provide torsional resistance. Which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at Mich the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no Fr-ater than the height (H) of the hanger. Allowable uplift loads have been increased for Mid or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. FIGURE 10A-1fTU SERIES HANGER ESR-2549 Most Widely Accepted and Trusted Page 13 of 14 ESR-250 Most WidelyAacepied end Trusted Page 12 of 14 TABLE 11-4DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS MODEL DIMENSIONS (xrches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ib1) N. W H Into S Member r Into supported Me Member Uplift, Download CP7.60 Co=0.9 Co=1.0 Co=1.15 Co=125 CD=1.60 LUC26Z 1'/,e 4% 6-10dxl'/2 4 -10d x 1 % 730 640 710 810 875 1,100 6 -10d 730 640 710 810 875 1.100 6-16d 730 760 $45 965 1,D40 1,315 WC21OZ 1a/ie 73/e 10-10dx1Y2 6-10dxl'/2 985 1,065 1,185 1,345 1,455 1,830 10-10d 985 1,065 1,185 1,345 1,455 1,830 10-16d 985 1,270 1,410 1,605 1,735 2,180 For 31: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable loads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations in wood members complying with Section 32.2 of this report. 'Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. °The maximum allowable gap between the joist end and the supporting member is 'Is inch (3.2 mm). 'LUCZ series hangers provide torsional resistance, Mich is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for nominal 2x6 .-isffi supported by the LUC26Z and nominal 2z10 joists supported by the LUC21 OZ. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. FIGURE 11-LUCZ SERIES HANGER AND INSTALLATION DETAIL TABLE 1OC-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS -ALTERNATE INSTALLATION ('12Inch Maximum Gap between Supporting Member and Supported Member- Minimum Number of Nails Into Supporting Member) MODEL No. ''2 DIMENSIONS' (des) FASTENERS' (--moy Type) ALLOWABLE LOADS,'4'(Ibf) W H B Into Supporting Member Into Supported Member Uplift, Download CP7.6 Co=0.9 CD=1.0 CD=1.15 CI =125 CP1S HTU26(12 Gap -Min Nail)' 1'/a 5'/�e 3'/z 10.16d 14-10dxi'/2 845 1,320 1,470 /,660 1,790 1,875 HTU26(% Gap -Max Nail)' 1ela 5" 3'/2 10-16d 20.10dxl'/2 1,240 1,320 1,470 1,660 1,790 2,220 HTU28(12 Gap -Max Nail)2 1% 7%. 1 3% 20.16d 2G10dx1'/2 1,920 2,640 2,940 3,320 3,580 3,905 FFTU210('/i Gap -Max Nail)2 1 15/a 1 9'/ra 1 31/2 20-16d 32-10dz1'/2 2,880 2.640 2.%0 3,320 3.580 3,905 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '('/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than'/e inch (32 mm) and less than or equal to /2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood tons. Refer to Figure 1 OC for an alternate installation detail. The sutra'(/z Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than '/e inch (3.2 mm) and less than or equal to /2 Inch (12.7 mm), and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure I OC. 'Refer lo Figure I OA for definitions of hanger nomenclature (W, H, 8). ,Allowable loads correspond to installations where the minimum allowable number of nails is installed into the supporting member. Refer to Section 3.2.3 of this reportfor nail sizes and required minimum physical properties. sTabulated allowable loads ere for installations in wood members wmplying with Section 3.2.2 of this report. 'Tabulated loads must be selected based an the applicable bad duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 42 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govem. FIGURE IOC -ALTERNATE HTU INSTALLATION • •• • • • • ••• • ••• ••• ••• s •• • • • • • • • • • • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • ... . . .. ••. . . .. .. . .•.. .. ... . . . . ... . . ESR-2549 Most 144dely Accepted and Trusted Page 14 of 14 .. . • IMLE 101JLLOV ALP; LOADS.F8q.THF-HbU4 SERIES JOIST HANGERS' Model No. • • • • • DIMENSIOIt' • • • • • a • • • • • •ABTENDRS, • • • • ALLOWABLE LOADS' Upihy Download • Pleader Co=1.6 Co=1.0 C.=1.15 Cs=125 HGUS26 I1& 51/, 5 20-16d 8-16d 875 4,340 4,850 5,170 HGUS28 1'/e 7% 5 36-16d 12-16d 1,650 7,275 7,275 7,275 HGUS210 i/. I • V I6- d 76-t6d 2,090 9.100 9,100 9,100 HGUS26-2 037/ra • • 40 0211,46d • 8-16d 2,155 4,340 4,850 5,170 HGUS28-2 • 3711e • i/1.• • 40 •3Wd • 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 /,e 1'. 46- d • •16-16d 4,095 9,100 9,100 9,100 HGUS46 3% 511, 4 20-16d 8-16d 2,155 4,340 4,850 5,170 HGUS48 A 7 4 36-16d 12-16d 3,235 7,460 1 7,460 7,460 HGUS410 3% 9 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 3'/e 101e 4 56-16d 20-16d 4,085 9,045 9,045 9,045 HGUS414 3% if/,. 4 66-16d 22-16d 4,580 9,525 9,625 9,525 HGUS26-3 4" /1. 57/1. 4 20-16d 8-16d 2,155 4.340 4,850 5,170 HGUS28-3 4' /1. 7'/1. 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-3 415/1. 93/1. 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-3 4"/1. 10. 4 56-16d 20-16d 4,085 1 9,045 9,045 9,045 HGUS214-3 41%. 12'/. 4 66-16d 22-16d 4,580 9,525 9,525 1 9,525 HGUS26-4 6°/1e 57/1. 4 20-16d S-16d 2,155 4,340 4,850 5,170 HGUS28-4 fill. 7111. 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-4 fill. 01. 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-4 fill. 10111e 4 56-16d 20-16d 4,085 9,045 9,045 9,045 HGUS2144 fill. Wl'. 4 66-16d 22-16d 4,580 9,525 9,525 9,525 For IN: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). ,Refer to Section 32.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve tabulated loads. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. 'HGUS series hangers provide torsional resistance, which is defined as the moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist vJBh respect to the vertical position of the joist is 0.125' (32 mm). The height, H, of the joist hanger must be at least 60 percent of She height of the joist unless additional lateral restraint is provided, as designed by others. FIGURE 12--HGUS SERIES JOIST HANGER GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de oingun modo que frequency or location of temporary lateral restraint idenlifiquelafrecuenciaolocalizaddnderestricc&lateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendauones for handling, installing and temporary restraining de manejo, instalaci6n, restriccdn y arriostre temporal and bracing of trusses. Refer to BCSI - id to los trusses. Vea el folleto ltC.li:f - Guia de Buena Practice Good Practice for Handling, Installing Restraining- Para el ManejQ lnsta 26Jr7 Restriction y Arriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para information mas detallada. Truss Design Drawings may specify locations of Los dibujos de disen"o de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations be restriccidn lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen DCS1-83*** para mas information. El bracing design is the responsibility of the building resto de los disenas de ardostres permanentes son la designer. responsabilidad del disenador del edificio. ® WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVER'TENCTAi El resultado de un manejo, - levantamiento, instalaci6n, restriccidn y arrisotre incorrecto puede ser la cadda de la estructura o atin peor, heridos o muertos. w' A CMNf0(r4ii% Banding and truss plates have Sharp edges. Wear gloves when handling and safety glasses when cutting banding. - — --t' rccl1Nl-t 9 Chapas de metal benen bordes afilados. Lleve guantes y lentes protectores cuando torte las m ataduras. L_ HANDLING - MANEJO IMM Avoid lateral bending. A -,L"" `aL Use 9iuyV_TW_L 4Utilice Evite la f/exibn lateral. special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss l�n�L� - The contractor is responsible for properly receiving, unloading and storing O O the trusses at the )obslte. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso pare prevenir el dan"o. Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o c.). Los trusses pueden ser descargados directamente en el suelo en aquel momeoto de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. St los trusses estaran guardados horizontalmente para mas de una semana, ponga bloqueando de altura suficiente detras de la pila de los trusses a 8 hasta 10 pies en Centro (o.c.). © For trusses stored for more than one week, cover bundles to protect from the environment. Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. Para trusses guardados par mas de one semana, (S) DO NOT store on NO almacene en tierra cobra los paquetes para protegerlos del ambiente, uneven ground. desigual. Refer to �CS,3 * for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto FCSt *** para information mas detal- -- lada sobre el manejo y almacenado de los trusses en area de trabajo. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. rl_� A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses of 30' (9.1 m) or less. Use at least two lift points for bundles with trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses greater than 60' (18.3 m). Puede user un solo lugar de levantar pare pa- quetes de trusses de la cuerda suprt yor hasti 45' y trusses de cuerdas paralelas de 360 o memos.* Puede usar dos puntos de levantar pl!-S • paquetes mas de 60 pies. • • • • • • Use por to menos tres puntos de levantarypara AWARNING! Do not over load supporbnc structure with truss bundle. iADVF.RTENCIAt No sobrecargue la estructura apoyada con el paquete de tR! Ash i_ PIM&Orlss bundles illgtdbl!:dsition. •'use maquetes de trusses m una posicid •estdble. • • •••• •••••• paquetes mas de 60 pies. • • • • • • • • • MECHANICAL HOISTING RECO64P M8,JTIONS f8ltg?VLE TRUSSES • RECOMENDACIONES PARA LEVA015*6 TRUSSES,190IVIDUALE9 • • • • Z' Hold each truss in position with theerelion equipment WItl, jpp c%rd temporary•••later••al restraint is installed and the truss is fastenecat•thasboaring points • • • • • • • • • Sostenga cada truss en position cot6WmApl0M9rua hasta que me restriccidn lateral temporal de le cuerda superior este insta/ado y e/ Muss eeta 26egurado en Ins soportes. • Using a single pick -point at tie peak man damage•he trot! • •••• EI use de un solo iugar en el pico par*•vanta:puede • • / • • hater dano al truss. • • • • • so or less rbar Ttoe=in Spreader bar 1g/2 to —� 273 truss ten th Tagline TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES APprm. 1/2 —1 truss length Tagline �_ TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Attach Locate Spreader bar iiWWS: above or stiflback mad. mid -height I If -i I~ Spreader bar 2/3 to 314 truss length —� TRUSSES UP TO AND.OVER 60' (XA.3 ni) TRUSSES HASTA Y SOBRE 60 PIE3� INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO CY1 Trusses 20 r lYJ (6.1m)or ij less, support near peak. Soporte II cerca a/picoLii----_- --- los trusses I � Trusses up to 20' Am.de 20 pies o (6.1 m) menos. Trusses hasta 20 pies Trusses 30' t t� (9.1 m) or i 1;' less, support at quarter points. Soporte de I los cuartos — de tramo los I F Trusses up to 30' trusses de 30 (9.1 m) pies o menos. Trusses haste 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to .•.:!SI-E 2... for more 0 Top Chord Tempera information.Lateral Restraint Vea el resumen ',..,<-BZ*** pars mas infor- (TCTLR) macidn. f /2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra pare el primer -90' truss directamente en linea con cada una de las h1as de restriccidn lateral temporal de la cuerda superior (vea he table en la prdxima Brace first truss column).securely before erection of additional ® DO NOT walk on I trusses. unbraced trusses. NO Gamine en trusses �. - sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES I�.; 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. I) Instate los arriostrea de tierra. 1) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate e/ arriostre diagonal de /a cuerda superior (vea abajo). 5) Instate arriostre diagonal pang los pianos de los mtembros secundarios pars estabilice IDS primeros cinco trusses (vea abaJoi). 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuati o trusses hasta clue lodes los trusses esten instalados. Refer to BCSI-62i lip`more information. vea el resumen .4CST- W2*** parasmas informacidn. RESTRAINT/BRACING FOS2 At PLANES gFa`Ij2US*S RESTRij&6N/ARRIOSJ*&PAP1 TODOS1PLAMM5 DE TRUSSES I✓_I TtRsMl!?afhle& bracing rr*L%d ifs for all truce @K"t4Bx2 and 4x2 parallel chord trusses (PCTS). Sl* top of mill column for 6emporary restraigti11=cj1gWgrig of Pas. EVAVo:e restricci6rg�7rjostre es para todo trusses excepto trusses de cuerdas paralelas (PCPs) 3x2 y 4x2. lea 14parFe supglor de la clit"?p%ri la restriod6n y arriostre temporal de PCTs. •0000 0000 00*0 1) TOPACHORD - CUERDA SUPERIOR Truss Sppan dh 1ramo a Tdp CAord Tem(braryeLateral Restraint (TCTLR) Spacing EApSciamibnto del Ar"treglmp oral de la Cuerda Superior 111in to 30' a }h=o.c. max. e30' (9.1 m) - / Or e e e 8 (2.4 ml D.C. max. • 045' (13.7 el) - e e / 6' (11BRr1) o.c, max. 60'(18.3m) eeeeee 60' (18.3 m) - 4' (1.2 m) G.C. max. 80' 24.4 m *Consult a Registered Design Professional for trusses longer than 60 (18.3 m). *Consulte a on Professional Registrado de Diseno para trusses mas de 60 pies. See BCSI-B2*** for TC LR options. f / Uea e/ ACSI-32*** para las opciones de TCTLR. - i Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informacidn sobre restric- cidn/arriostre/refuerzo para Armazones Hastiales vea el FA Repeat diagonal resumen 8G51-63*** braces for each set of 4 trusses. Note: Ground bracing not shown for clarity. Repita los arri- sotres diagonales para cada grupo 2) WEB MEMBER PLANE - PLANO OE LOS MIEMBROS SECUNDARIOS de 4 trusses. mm LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Diagonal �( bracing Web members SO' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses.., - Bottom chords' 10'(3m)-15'(4.6m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 201(6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2, AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ;� 10' 3 m) or Diagonal bracing Repeat diagonal bracing i4i1�77 Refer ' - 15' �4.6-m..�' to BCSI-87*** for every 15-truss spaces 30, -� / (9�m more Information. Yea el resumen BCSI-B7:-- pars mas informacidn. Apply diagonal brace to vertical webs at end of cantilever and at - bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Dot -of -Plane rZ Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Toleranclas para Fuera-de-Plano. 314" 12.5' Length -► Max. Bow D/50 D (ft.) 19 mm (3.8 m i U4" 1' 7/8" 14.6' 9 Max. Bow Length -► t 6 mm) 0.3 m 22 mm 4.5 m ' 1/2" 2' 1" 167 Max. Bow o ; 13 mm 0.6 m 25 mm (5.1 m (r,,�{.-------- -- (�{ •5 3/4" 3' 1-118" 18,8' (J� T Length LJ m Plumb 19 mm 0,9 m 29 mm (5.7 m I line 1' 4' E45mm 20.6' n Tolerances for 25 mm) 1.2 m 6.3 m Out -of -Plumb. 1-1/4" 5' 22.9' Toleranclas para 0/50 max 32 mm) 1.5 m 7.0 m Fuera-de-P/omada. I 1-1/2" 6' 25.0' 38 mm 1.6 m 7.6 m CONSTRUCTION LOADING 453mm 2.1 m 89mCARGA DE CONSTRUCCION 2" a8'a33.3' 51 mm) >2.4 m 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccidn hasty que todas lac restric clones /atera/es y los arriostres est€n colocados en forma apropisda y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de mont6n. Yea el resumen (� BCC.SI- n4*** para mas informacidn. DO NOT overload small groups or single trusses. NO sobrecargue pequen"os grupos o trusses individuales. NEVER stack materials near a peak or at mid -span NUNCA amontone los materiales cerca de on plco. LEI Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses come sea posib/e. Position loads over load bearing walls. Coloque las cargas sobre lac paredes soportantes. ALTERATIONS - ALTERACIONES = Refer to B..SI-B5.*** Vea el resumen 3CSI-B5.*** Maximum Stack Height for:Material on Trusses SO' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses.., - Bottom chords' 10'(3m)-15'(4.6m) max. Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 201(6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2, AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ;� 10' 3 m) or Diagonal bracing Repeat diagonal bracing i4i1�77 Refer ' - 15' �4.6-m..�' to BCSI-87*** for every 15-truss spaces 30, -� / (9�m more Information. Yea el resumen BCSI-B7:-- pars mas informacidn. Apply diagonal brace to vertical webs at end of cantilever and at - bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Dot -of -Plane rZ Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Toleranclas para Fuera-de-Plano. 314" 12.5' Length -► Max. Bow D/50 D (ft.) 19 mm (3.8 m i U4" 1' 7/8" 14.6' 9 Max. Bow Length -► t 6 mm) 0.3 m 22 mm 4.5 m ' 1/2" 2' 1" 167 Max. Bow o ; 13 mm 0.6 m 25 mm (5.1 m (r,,�{.-------- -- (�{ •5 3/4" 3' 1-118" 18,8' (J� T Length LJ m Plumb 19 mm 0,9 m 29 mm (5.7 m I line 1' 4' E45mm 20.6' n Tolerances for 25 mm) 1.2 m 6.3 m Out -of -Plumb. 1-1/4" 5' 22.9' Toleranclas para 0/50 max 32 mm) 1.5 m 7.0 m Fuera-de-P/omada. I 1-1/2" 6' 25.0' 38 mm 1.6 m 7.6 m CONSTRUCTION LOADING 453mm 2.1 m 89mCARGA DE CONSTRUCCION 2" a8'a33.3' 51 mm) >2.4 m 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccidn hasty que todas lac restric clones /atera/es y los arriostres est€n colocados en forma apropisda y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de mont6n. Yea el resumen (� BCC.SI- n4*** para mas informacidn. DO NOT overload small groups or single trusses. NO sobrecargue pequen"os grupos o trusses individuales. NEVER stack materials near a peak or at mid -span NUNCA amontone los materiales cerca de on plco. LEI Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses come sea posib/e. Position loads over load bearing walls. Coloque las cargas sobre lac paredes soportantes. ALTERATIONS - ALTERACIONES = Refer to B..SI-B5.*** Vea el resumen 3CSI-B5.*** Maximum Stack Height for:Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high n Sr, Truss bracing not ---- --- - - shown for clarity. DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO Corte, altere o perfore ning6n miembro estructural de, truss, a menos que este especillcamente permitido en el dibujo del disen"o del truss. UM Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccion o han sido alterados sin la autorizaci6n previa del Fabricante de Trusses, pueden hater nulo y sin efecto /a garantla limitada del Fabrl- cante de Trusses. Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit vnvw.sIxindustrv.rom/bl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do m any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent parry, The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into. place SAFELY. These recommendations for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature or responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing truces and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs arid all the interrelated structural building components as determined by the mntracmr. Thus, SBCA and TPI expresslydisdaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. LC M1 MilanusscalaWL TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • www.sticindustry.com 703/683-101.0 • www.tpinst.org