The URL can be used to link to this page

EL-13-2822 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-236433 Permit Number: EL-12-13-2822 Inspection Date: June 17, 2015 Permit Type: Electrical - Residential Inspector: Devaney, Michael Inspection Type: Final Owner: WILLIAM J. JURBERG, R.ANDREW DE Work Classification: New owes Job Address:9350 NE 12 Avenue Miami Shores, FL 33138- Phone Number (305)609-3851 Parcel Number 1132050070150 Project: <NONE> Contractor: HIGHGRADE ELECTRIC CONTRACTORS CORP Phone: (305)576-8807 Building Department Comments SUPPLY AND INSTALL ELECTRICAL SERVICE AS PER Infractio Passed Comments PLANS INSPECTOR COMMENTS False ER Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-236308. Pending low voltage final. Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 June 17, 2015 Page 1 of 1 Miami Shores Village -; Building Department PEC 17 2013 r 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 [BY: INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. j�-/ ` 3 -"al�ob� PERMIT APPLICATION Master Permit No. - S Permit Type: Electrical JOB ADDRESS: 9360 A E `Z. *'� AV6F7 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: ZZ-32L- OS-00 70/s''O Is the Building Historically Designated: Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): �• A��}SS Phone#:SAA HOZ • W 2 Address:,4720 B1�5(f ANE A44—l/4) City: "I A—" 1 State: Fil . Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: GLqhqftCr_G9flione#: '_30S. Address: City: State: Zip: Qualifier Name: Phone#: L• ,q ?(I•Z State Certification or Registration#: Certificate of Competency##:4:Q=Q?�00 3 t..C/ Contact Phone#: S 6•�� Email Address: �• �CL.T+ 6 CA-( �� 0 [A DESIGNER: Architect+mgiaeer: Phone#:, 2D&.21a. / /2 Value of Work for this Permit: $ ��/ �Ud Square/Linear Footage of Work: 1-170S 'Atdf '""'"�"'"' OAlteration _KNew ❑Repair/Replace ❑Demolition Description of Wor {+'k �» �jL�iSv �6 Submittal Fee$ Permit Fee$ "'` CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State Zip i Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 ' INT'END 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 tin 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 Signature Owner or Agent Cointractor The foregoing instrument was acknowledged before me this "The foregoing instrument was acknowledged before e this day of 120 ,by day of ,20 I3,by who is personally known tome or who has produced who is personally known to me or who has produced As identification and who did take an oath. k,<� as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: UdRia-PA MER My Commission Expires: My Commission Ex ¢�s Notary Public-State of Florida • My Comm.Expires May 23,2016 =, o,�.• Commission#EE 173842 Bonded Through National Notary Assn. APPROVED BY � Z Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) v Miami Shores Village JUL 4 2613 Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fa::(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.1!{9 BUILDING FBC 20 Permit No. I PERMIT APPLICATION master Permit No c Permit Type: A3V LDING R, G JOB ADDRESS: �73�5'D ;✓le r'�=- AVC J City: Miami Shows County: Miami Dade Folio/Parcel#: �f• 32O 00-47. 015-0 ZIP: _Is the Building Historical'Designated: res ' NO Flood Zone: OWNER:Name(Fee Simple Titleholder): r PhoneN•30 S . �O G. • h�-�'�' Address: City: M,A L4 t -��'��' � -State: Tenant/Lessee Name: i,�OrJE Email: CONTRACTOR:Company Name: -M� `R +�L_"li tr S('�<, �,Ni.-- Phone#f: 3J5• i D Address: � ' G-'_ . City: State: Zip: 3 3%3 3 Qualifia Name: rti�S �. 1�.(.�', Phoned State Certification or Registration 1«:GAG 0r�-, 4.2 O Certificate of Competency*: � Contact Phonek 305 • 3t Z)--42'1 Email Address: DESIGNER:Architec}/Engineer: Phone - =* Valise of Work for this Permit:$ 7 9 J r''�0r) -6 ')0 ..�- =: Squaw-Footage of Work: Type of Work% Addition UAheration ONew ORepair/Replace• ODemolition Description of Work: f✓; i.�G/C.71<!`N c'J/= ��✓��,�" ,t-l:'L_.� Color thru tile: Submittal Fee$ Permit Fee$ CCF S CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ good S Notary S TraininglEducadon Fee S Technology Fee S Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ s Bonding Company's Name(if applicable) rY ' Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address z, City State Zi 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 ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,MATERS,TANKS and 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 YIN G T WICE 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 a250o, 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 reinspectionAec will be charged. Signature auSi Owner Agent Contractor. The foregoing instrument was acknowledged before me this� � The foregoing instrumen was acknowledged-before me this_ day of ,20 j., ,by AbWacg day of 2`2 ,201!-by [ who is nail kno to me or who has oduced � Y � ---�� who is o�r1a lira to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC. NOTARY PUBLIC: \`��autuitt+ut�,,�� Sign: Sign: ( :,�4 G 266,, Print: Print: `V S ►�� • *_ My Commission Expires: My Commission Expires: ��9 •, ,asa�;.•'•�o�� MARTIN J.PALMER `#JI1 V 1:AV%6IW%8i E199I ��ttttttnnntt�"``� t#tet# # ttiti########tt # tet#t##tt## ##tet ####i#tet• My Comm.Expires May 01 Commission#EE 173842 ' APPROVED$ ' %;EBF" IMPM ,16' V Zoning �VIA y � Structural Review —Clerk (Revised 311212012)(Revised 07/10/07XRevised 06/10/2009XRevised 3/15/09) • NOTE: ALL SHEETS MUST, BE REVIEWED MIAMI-DADE COUNTY BUILDING DEPARTMENT Herbert S.Saffir Permitting and Inspection Center 11805 SW 26th Street(Coral Way), •Miami, Florida 33175-2474• (786)31&2100 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT PROVIDE MUNICIPAL PROCESS NUMBER HERE Job Address H'-!7 t_�-C.; N t-:- I Contractor No. _ _ a r2 otzt-2 O o Folio 'r� Last four(4)digits of Qualifier No. 7�t t o0 l t_ 2'2C _ �C: - ��I t>O z w Contractor Name (to w Lot Block a c Qualifier Name Pia-��tt►-4 'b-lit - Ix Subdivision PBpg �-1 O o LL [°t Metes and bounds ? Address City State _ Zip [ ] Demolish Current use ofproperty ��• •R [ New Construction on [ ] Shell Only Vacant Land [ ]Alteration Interior Addition Attached °W [ ]Alteration Exterior Addition Detached Description of Work A1�t�tT1E>!tii ��cc�r=:V '>o [ ] Relocation of Structure Foundation Only �� c� [ ] Enclosure Sq. Ft. 2 I e'�r-_ Units I Floors 2 - [ ] Repair [ ] Repair Due to Fire Value of Work [Pq MBLD- [ ] Chg. Contractor Owner W i W Category ©2 [ ] Re-Issue Address gVT3,0 Ute. k1- a-i-� - IL [ ] MELE F [ ] Re-stam i City M tts.►..t i �-�-topE3State t Zip g"t [ ] MLPG p w Phone �C'ri 6101T 3g� t [ ] Revision [ ] MMEC S f Last four(4)digits of d [ ] FIRE [ ] Not Applicable for 0 Owner's Social Security No. Fire to Name Name Il. k=>d,�U z Z g Address f1'I `1 O G-T W W Address O �O �, �• W� City M V,.6_"4 State Zip �l'y/((o WX t�Z i City C--. C�abl£SState _ Trp'�}14 o . d kt Phone �70� r� ,z( a w Phone I am requesting a Special Request Plan Review(SRI)to be scheduled as soon as possible at the rate of$190 for the rirst hour and a g $65 per each addition hour in addition to the review fees. Minimum charge one-hour. NCE 1$`Request: Date: u'o 2"d Request: Date: a 3'd Request: Date: I am requesting Optional Plan Review(OPR)to be scheduled as soon as possible at the rate of$75 for each discipline. Additional view fees may apply. `Request: Date: `d Request: Date: `d Request: Date: YT\0801 Pauut Appliwtiomdoc I GEOTECHNICAL MATERIAL TESTING ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOF TESTING DYNATECH ENGINEERING CORP. Miami, January 20, 2014 Mr. Martin Palmer PALMER HOLDING 1900 Bay Shore Drive Coconut Grove, FL 33133 Re: Property @ 9350 North East 12th Avenue Miami Shores, FL Dear Mr. Palmer: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a site inspection on January 20, 2014 at the above referenced project. Our inspection covered the footings excavation. Based on our site inspection and compaction tests it is our opinion that the foundations have been properly prepared according to our recommendations and are ready for concrete placement. The slab areas will have to be stripped of top soil and roots at a future date prior to filling and concrete placement. In addition it is not necessary to strip 5 feet away from the slab edge so as not to damage the tree root system. Please feel free to contact us if we may be of further service to you. Sincerely yours, �� i,1 ➢1�� J�V.,'S,�y A issam Naamani, P.E. DYNATECH ENGINEERING CORP. �. Florida Reg. No. 39584 0 , Special Inspector No. 757 " Certificate of Authorization No.: CA 5491 750 West 84 Street, Hialeah, FL 33014-3618• Phone: (305) 828-7499• Fax: (305) 828-9598 E-Mail: Dynatech@bellsouth.net NOV l 5 2013 PERMIT # RC13-1656 NEW ADDITION, 9350 NE 12 AVE MIA SHORES FL RESPONSE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT COMMENTS 1) A soil report dated 10/15/12 prepared by Dynatech has been provided. Reference the ssoil report on the plans and list the Geoptechnical recommendations. If you want you can use 2500 psf SBC as suggested by them. OK. See S-0 structural Note 1. 2) Provide copies of NOAs for connectors. OK. See attached annex calculations page 35. 3) Check all typical connectors for wind uplift and the forces in the two horizontal connections. OK. See attached new calculations, Page 1 to 4 4) Provide roof pressure diagram. CITY OK. See sheet S-7. 5) Check existing masonry on west side for adequacy of the loads. COPY OK. See attached calculations sheet number 5-7. 6) Check TC-2 on the west side supporting the 17'-2" window. OK. See attached new calculations pages 8-29;the TC-2 is now TC-12.Additionally TC- O was changed to TC-3. 7) Provide the details of the fountain and swimming pool concrete wall shown on 5-8. OK. Swimming pool and fountain will be part of a new permit. 8) Show all typical details of wood connectors on S-2. ``�'s\\oN\O.,Cq� ,,,,/ OK. See plan S-2; See section on S-8 and 5-11. = * No. 74099 :N 0 STATE OF .c� 0 . OR " ,,%)VAL E��, ''111►►111110\ 9) Provide special inspection forms for masonry and soil compaction. OK. See attached special inspector form. 10) Please respond in writing. OK. Please See attached responses. �• \GENS �• No. 74099 •:N -0 : STATE OF �Q '�•' -.OR IV 0/0NAL 0k STRUCTURAL CALCULATIONS REVISION 1 & 2 (ADDITIONAL CALCULACTION) NEW ADDITION FOR: A RESIDENCE LOCATED AT: 9350 NE12 AVE MIAMI,FL 33138 DATE: October 5,2013 STRUCTURAL DESIGN: TC ENGINEERING, INC. CA LIC. No.30288 ANTONIO CANELAS, P.E. LIC.No. 74099 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: • FLORIDA BUILDING CODE 2010 • ASCE 7-10 • ACI-318-08 • AISC MANUAL OF STEEL CONSTRUCTION. 13TH EDITION. • ACI 530-08 • NDS FOR WOOD CONSTRUCTION,2005 EDITION WITH SUPPLEMENT THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL THE ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. TOTAL NUMBER OF CALCULATION PAGES: 154 TC ENGINEERING,INC. CA LIC.No. 30288 ANTONIO CANELAS,P.E. LIC.No. 74099 7805 SW 24 ST SUITE 106 MIAMI FL,33155 305 261 0321 INDEX DESCRIPTION PAGES REVISION 1 1- CONNECTORS CALCULATION................................................................. 1 TO 4 2- MANSORY DESIGN (WEST SIDE)............................................................. 5 TO 7 3- COLUMN DESIGN........................................................................................ 8 TO 29 4- FOOTING REDESIGN................................................................................... 30 TO 34 5- ANNEX (CONNECTORS NOA)................................................................... 35 TO 113 REVISION 2 6- SECOND FLOOR BEAMS DESIGN............................................................. 114 TO 143 2-FIRST FLOOR BEAMS DESIGN.................................................................. 144 TO 154 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: • FLORIDA BUILDING CODE 2010 • ASCE 7-10 • ACI-318-08 • AISC MANUAL OF STEEL CONSTRUCTION. 13TH EDITION. • ACI 530-08 • NDS FOR WOOD CONSTRUCTION,2005 EDITION WITH SUPPLEMENT THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL THE ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. TOTAL NUMBER OF CALCULATION PAGES: 154 TC ENGINEERING,INC. CA LIC.No.30288 ANTONIO CANELAS,P.E. LIC.No. 74099 7805 SW 24 ST SUITE 106 MIAMI FL,33155 305 261 0321 1 CONNECTORS CALCULATION ...1 STRUCTURAL DESIGN � TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E UC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructumlengineedng@gmail.cam PROJECT: 9 2 U PAGE NO.: SUBJECT: CO /V I1J C-r DATE: DESIGNED BY: D .. 1 <31 1�Ga ��D 2 95 eS J,59 NV N q 2Q NOQ I Z T eo n- . T . — _/ Cr ,g J- 4 .1, at l2 : 4: lQ O C� � A � zo�U 04 STRUCTURAL DESIGN TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcsttucturalengineering@gmail.com PROJECT; ! 2) S Dl Z A PAGE NO.: SUBJECT: C Ili C'j o DATE: DESIGNED BY: ........... . � 3 xt4 b�_ eF - 446- Ar 4 4- 410, - -- 4 5 _ 3 Z3 Z s /ri (r t o d L5 35 -f � a 3 ol UL-1 � xi5 =r N. --ra : 4(2 STRUCTURAL DESIGN TC ENGINEERING,INC. CA LIC.No 30268 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcsbucturale/ngi�needng@gmail.com PROJECT; "1 3SO hl 12 Ay PAGE NO.: SUBJECT: (f y N t J X2-4, DATE: DESIGNED BY: vl � A 2� c� � 4_q 3 , J' MANSORY DESIGN (WEST SIDE)...2 STRUCTURAL DESIGN '> TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)2614Ml- tcstmcturalengineedng@gmail.com12 AVEPROJECT: V I y l=, APAGE NO.: SUBJECT: KA t—\ K� D E✓l &N " S J r'! DATE: DESIGNED BY: 1 J 130 _ 3 To 1 Pyr x 1 ' (.t� �b z Project: 9350 NE 12 AVE(WEST SIDE) Date: 8/20/2013 Page: 1 Job No.: Design by: NF Reinforced Masonry Axial Comoresion and Flexure ACI 530 by F.T. W '41..x. P= 330 Ib/ft M= 1000 Lb-ft/ft Wind Pr- 66.17 ',psf Wali Reinforcing fm= 1500 psi Fs= 24000 psi Em= 1350 ksi Es= 29000 ksi h= 132 in o—Height of wall Bar#= 5 Block= 8 in Spacing= 32 i'•in Area(A„)= 46 in /ft As= 0.116 int/ft 1= 343.7 in°/ft b= 12 n S= 90.1 in'/ft d= 3.81 in r= 2.59 in/ft h/r= 50.97 Condititi #t, a E 2•Li, .777 .. ., ., , P<Pa if h/r<99 Pa=(0.25 x fm x A„+0.65 x Aa x F,)x[1{h/l40rf] if h/r>99 Pa=(0.25 x fm x An+0.65 x At x F.)x(70 x r/h)2 Pa= Lb OK fa<Fa r. e .• fa= psi 4 Compressive Stress due to Axial Load if h/r<99 Fa=0.25 x fm x[14h/140r)1] if h/r>99 Fa=0.25 x fm x(70 x r/h)2 Fa= psi OK Condition#3 Combine Axiat+Bendr •Com ressran;:, !, seC orx,2 3 3 2 2 fb+fa<Fb Fb=1.333x.333xfm Fb= psi p=As/bxd n=Es/Em P= F 0.0025 n= 21.48 k= 2xnxp+(nxp)A2-nxo 1=1-k/3 k= 0.271 j= 0.910 fb= 2 x M x 12 fb= 558.66 psi jxkxbxd fa+fb= psi < Fb 7 OK Pae 2 Coridition#4 Cheekin 'Keinforceirierrt, ., .,,,_ gym•,,. fs<Fs Fsxl.33= fs= M x 12 -fa= psi < psi Ts—x x OK MazimuM,Allowable'Moment , r Mr- (Fb-fa)xjxkxbxd2 x Mr- Lb-ft Shean Shear Force. V= 364 lbs/ft Shear Stress: fv=V/bd fv= 7.96 psi Fv= F'm or 50 psi Whichever is less Fv= 38.73 psi fv < Fv OK, No shear reinforcement is required,provide min by code rea-of shear reinfocementr Av= Vr x S S= 16in Spacing of shear reinforcing Fsxd V,=V-Fvxbxd yr= 0 lbs Av= 0.00 in' No shear reinforcement is required,provide min by code COLUMN DESIGN ....3 STRUCTURAL DESIGN TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcshctumlengineedng@gmai.com PROJECT: 3 O �2 A v- PAGE NO.: SUBJECT: DATE: DESIGNED BY: 61: __.L - 4 1` ............ .. 2 ii1�-�-' 1 . 30 � 10 0 0 70 My(k-ft) y + x O O 1 Mx (k-ft) 8x14 in 6 -70 70 Code:ACI 318-08 Units: English 7 Run axis: Biaxial Run option: Investigation nderness: Considered Column type: Structural Bars: ASTM A615 Date: 08/27/13 Time: 10:35:39 -70 P = 23.4 kip spColumn v4.50. Licensed to: TC, TC. License ID: File: P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col Project: 9350 NE, 12 AVE Column: TC-3 Engineer: L.0 fc =4 ksi fy =60 ksi Ag = 112 in12 4#6 bars Ec=3605 ksi Es =29000 ksi As = 1.76 in12 rho = 1.57% fc= 3.4 ksi Xo = 0.00 in Ix = 1829.33 in^4 u =0.003 in/in Yo =0.00 in ly= 597.333 in^4 _eta1 =0.85 Min clear spacing =2.75 in Clear cover= 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) =0.8, phi(b) =0.9, phi(c) = 0.65 ky(nonsway) = 1 ky(sway) = N/A STRUCTUREPOINT - spColumn v4.50 (TM) Page 1 Licensed to: TC, TC. License ID: 08/27/13 1 I P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col 10:35 AM I 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) - -------------------------------------------------------------- spColumn v4.50 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright 0 1988-2009, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. STRUCTUREPOINT - spColumn v4.50 (TM) Page 2 Licensed to: TC, TC. License ID: 08/27/13 , P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col 10:35 AM General Information: -------------------- *le Name: P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col oject: 9350 NE, 12 AVE Column: TC-3 Engineer: L.0 Code: ACI 318-08 Units: English Run Option: Investigation Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: i f1c -------------------- - 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 14 in Gross section area, Ag = 112 in^2 Ix = 1829.33 in"4 Iy = 597.333 in"4 rx = 4.04145 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 onfinement: Tied; #3 ties with #10 bars, #4 with larger bars. -ii(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.76 in'2 at rho = 1.57% Minimum clear spacing = 2.75 in Top Bottom Left Right ------ -------- -------- -------- Bars 2 # 6 2 # 6 0 # 6 0 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---- ------------ ------------ ------------ ------------ ------------ 1 Dead 26.00 0.00 0.00 0.00 0.00 Live 6.50 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 7.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 d Combinations: 1 = 1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.500*Snow U3 = 1.200*Dead + 1.000*Live + 0.000*Wind + 0.000*EarthQuake + 1.600*Snow U4 = 1.200*Dead + 0.000*Live + 0.800*Wind + 0.000*EarthQuake + 1.600*Snow U5 = 1.200*Dead + 1.000*Live + 1.600*Wind + 0.000*EarthQuake + 0.500*Snow STRUCTUREPOINT - spColumn v4.50 (TM) Page 311 Licensed to: TC, TC. License ID: 08/27/13 I P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col 10:35 AM U6 = 0.900*Dead + 0.000*Live + 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U7 = 1.200*Dead + 0.000*Live - 0.800*Wind + 0.000*EarthQuake + 1.600*Snow 8 = 1.200*Dead + 1.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.500*Snow `9 = 0.900*Dead + 0.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U10 = 1.200*Dead + 1.000*Live + 0.000*Wind + 1.000*EarthQuake + 0.200*Snow U11 = 0.900*Dead + 0.000*Live + 0.000*Wind + 1.000*EarthQuake + 0.000*Snow U12 = 1.200*Dead + 1.000*Live + 0.000*wind - 1.000*EarthQuake + 0.200*Snow U13 = 0.900*Dead + 0.000*Live + 0.000*Wind - 1.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Depth I f1c Ec Column Axis ft in in in"4 ksi ksi ------ ---- -------- ---------- ---------- ------------ -------- ------------ Design X 11 8 14 1829.33 4 3605 Y 11 8 14 597.333 4 3605 Above X (no column specified. ..) Y (no column specified. . .) Below X (no column specified. . .) Y (no column specified.. .) X-Beams Length Width Depth I f1c Ec Location ft in in in"4 ksi ksi --------- ---------- ------------ -------- ------------ Above Left (no beam specified. . .) Above Right (no beam specified.. .) Below Left (no beam specified.. .) Below Right (no beam specified. . .) Y-Beams Length Width Depth I f'c Ec Location ft in in in"4 ksi ksi ----------- -------- ---------- ---------- ------------ -------- ------------ :)ove Left (no beam specified...) ,hove Right (no beam specified. ..) Below Left (no beam specified. . .) Below Right (no beam specified. ..) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---- ------------ ------------ ------------ ------------ ------------ X 0.000 0.000 1.000 (N/A) 32.66 Y 0.000 0.000 1.000 (N/A) 57.16 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked-section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 2.47e+006 kip-in^2 0.2*Ec*Ig + Es*Ise (Y-axis) = 5.87e+005 kip-in^2 X-axis ------------------- Nonsway ------------------ ------------------------ Sway ---------------------- Ld/Comb Pu(kip) Pc(kip) Betad Cm Delta SumPu(kip) Pc(kip) SumPc(kip) Betad Delta ------- ------------ ------------ ------ ------ ------ ------------ ------------ ------------ ------ ------ 1 U1 36.40 699.70 1.000 1.000 1.075 (N/A) (N/A) (N/A) (N/A) (N/A) U2 41.60 799.66 0.750 1.000 1.075 (N/A) (N/A) (N/A) (N/A) (N/A) U3 37.70 765.71 0.828 1.000 1.070 (N/A) (N/A) (N/A) (N/A) (N/A) U4 31.20 699.70 1.000 1.000 1.063 (N/A) (N/A) (N/A) (N/A) (N/A) U5 37.70 765.71 0.828 1.000 1.070 (N/A) (N/A) (N/A) (N/A) (N/A) U6 23.40 699.70 1.000 1.000 1.047 (N/A) (N/A) N A / ) ( / ) (N/A) (N/A) U7 31.20 699.70 1.000 1.000 1.063 (N/A) (N/A) (N/A) (N/A) (N/A) U8 37.70 765.71 0.828 1.000 1.070 (N/A) (N/A) (N/A) (N/A) (N/A) U9 23.40 699.70 1.000 1.000 1.047 (N/A) (N/A) (N/A) (N/A) (N/A) U10 37.70 765.71 0.828 1.000 1.070 (N/A) (N/A) (N/A) (N/A) (N/A) U11 23.40 699.70 1.000 1.000 1.047 (N/A) (N/A) (N/A) (N/A) (N/A) U12 37.70 765.71 0.828 1.000 1.070 (N/A) (N/A) (N/A) (N/A) (N/A) U13 23.40 699.70 1.000 1.000 1.047 (N/A) (N/A) (N/A) (N/A) (N/A) Y-axis ------------------- Nonsway ------------------ ------------------------ Sway ---------------------- Ld/Comb Pu(kip) Pc(kip) Betad Cm Delta SumPu(kip) Pc(kip) SumPc(kip) Betad Delta ------- ------------ ------------ ------ ------ ------ ------------ ------------ ------------ ------ ------ 1 U1 36.40 166.25 1.000 1.000 1.412 (N/A) (N/A) (N/A) (N/A) (N/A) U2 41.60 190.00 0.750 1.000 1.412 (N/A) (N/A) (N/A) (N/A) (N/A) U3 37.70 181.93 0.828 1.000 1.382 (N/A) (N/A) (N/A) (N/A) (N/A) STRUCTUREPOINT - SpColumn v4.50 (TM) Page 4 Licensed to: TC, TC. License ID: 08/27/13 P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col 10:35 AM U4 31.20 166.25 1.000 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U5 37.70 181.93 0.828 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U6 23.40 166.25 1.000 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U7 31.20 166.25 1.000 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U8 37.70 181.93 0.828 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U9 23.40 166.25 1.000 0.600 1.000 (N/A) (N/A) (N/A) (N/A) (N/A) U10 37.70 181.93 0.828 1.000 1.382 (N/A) (N/A) (N/A) (N/A) (N/A) U11 23.40 166.25 1.000 1.000 1.231 (N/A) (N/A) (N/A) (N/A) (N/A) U12 37.70 181.93 0.828 1.000 1.382 (N/A) (N/A) (N/A) (N/A) (N/A) U13 23.40 166.25 1.000 1.000 1.231 (N/A) (N/A) (N/A) (N/A) (N/A) Factored First-Order and Factored Magnified (Second-Order) Moments: Minimum eccentricity, EX,min = 1.02 in Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------------- lst Order -------------------- --2nd Order- --Ratio-- Load Mns Ms Mu Mmin Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ------- ------------ ------------ ------------ ------------ ------------ --------- 1 U1 0.00 (N/A) 0.00 3.09 3.32 1.075 0.00 (N/A) 0.00 3.09 3.32 1.075 1 U2 0.00 (N/A) 0.00 3.54 3.80 1.075 0.00 (N/A) 0.00 3.54 3.80 1.075 1 U3 0.00 (N/A) 0.00 3.20 3.43 1.070 0.00 (N/A) 0.00 3.20 3.43 1.070 1 U4 0.00 (N/A) 0.00 2.65 2.82 1.063 0.00 (N/A) 0.00 2.65 2.82 1.063 1 U5 0.00 (N/A) 0.00 3.20 3.43 1.070 0.00 (N/A) 0.00 3.20 3.43 1.070 1 U6 0.00 (N/A) 0.00 1.99 2.08 1.047 0.00 (N/A) 0.00 1.99 2.08 1.047 1 U7 0.00 (N/A) 0.00 2.65 2.82 1.063 0.00 (N/A) 0.00 2.65 2.82 1.063 1 U8 0.00 (N/A) 0.00 3.20 3.43 1.070 0.00 (N/A) 0.00 3.20 3.43 1.070 1 U9 0.00 (N/A) 0.00 1.99 2.08 1.047 0.00 (N/A) 0.00 1.99 2.08 1.047 1 U10 0.00 (N/A) 0.00 3.20 3.43 1.070 0.00 (N/A) 0.00 3.20 3.43 1.070 1 U11 0.00 (N/A) 0.00 1.99 2.08 1.047 0.00 (N/A) 0.00 1.99 2.08 1.047 1 U12 0.00 (N/A) 0.00 3.20 3.43 1.070 0.00 (N/A) 0.00 3.20 3.43 1.070 1 U13 0.00 (N/A) 0.00 1.99 2.08 1.047 0.00 (N/A) 0.00 1.99 2.08 1.047 Y-axis -------------------- 1st Order -------------------- --2nd Order- --Ratio-- Load Mns Ms Mu Mmin Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ------- ------------ ------------ ------------ ------------ ------------ --------- 1 U1 0.00 (N/A) 0.00 2.55 3.60 1.412 * 0.00 (N/A) 0.00 2.55 3.60 1.412 * 1 U2 0.00 (N/A) 0.00 2.91 4.11 1.412 * 0.00 (N/A) 0.00 2.91 4.11 1.412 * 1 U3 0.00 (N/A) 0.00 2.64 3.65 1.382 0.00 (N/A) 0.00 2.64 3.65 1.382 1 U4 5.60 (N/A) 5.60 2.18 5.60 1.000 0.00 (N/A) 0.00 2.18 2.18 1.000 1 U5 11.20 (N/A) 11.20 2.64 11.20 1.000 0.00 (N/A) 0.00 2.64 2.64 1.000 1 U6 11.20 (N/A) 11.20 1.64 11.20 1.000 0.00 (N/A) 0.00 1.64 1.64 1.000 1 U7 -5.60 (N/A) -5.60 -2.18 -5.60 1.000 0.00 (N/A) 0.00 2.18 2.18 1.000 1 US -11.20 (N/A) -11.20 -2.64 -11.20 1.000 0.00 (N/A) 0.00 2.64 2.64 1.000 1 U9 -11.20 (N/A) -11.20 -1.64 -11.20 1.000 0.00 (N/A) 0.00 1.64 1.64 1.000 1 U10 0.00 (N/A) 0.00 2.64 3.65 1.382 0.00 (N/A) 0.00 2.64 3.65 1.382 1 U11 0.00 (N/A) 0.00 1.64 2.02 1.231 0.00 (N/A) 0.00 1.64 2.02 1.231 1 U12 0.00 (N/A) 0.00 2.64 3.65 1.382 0.00 (N/A) 0.00 2.64 3.65 1.382 1 U13 0.00 (N/A) 0.00 1.64 2.02 1.231 0.00 (N/A) 0.00 1.64 2.02 1.231 STRUCTUREPOINT - spColumn v4.50 (TM) Page 5 Licensed to: TC, TC. License ID: 08/27/13 15- P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-2.col 10:35 AM * Magnified (second-order) moment exceeds 1.4 times first-order moment. Revise column! Factored Loads and Moments with Corresponding Capacities: -------------------------------------------------- NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux Muy fMnx fMny fMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft k-ft k-ft in in --- ------ ---------- ---------- ---------- ---------- ---------- -------- -------- -------- -------- ------ 1 1 U1 36.40 3.32 3.60 19.21 20.79 5.778 4.13 8.39 0.00310 0.738 2 36.40 3.32 3.60 19.21 20.79 5.778 4.13 8.39 0.00310 0.738 3 1 U2 41.60 3.80 4.11 19.33 20.92 5.088 4.26 8.40 0.00293 0.724 4 41.60 3.80 4.11 19.33 20.92 5.088 4.26 8.40 0.00293 0.724 5 1 U3 37.70 3.43 3.65 19.49 20.73 5.684 4.18 8.42 0.00306 0.734 6 37.70 3.43 3.65 19.49 20.73 5.684 4.18 8.42 0.00306 0.734 7 1 U4 31.20 2.82 5.60 11.76 23.35 4.169 3.42 7.42 0.00357 0.778 8 31.20 2.82 2.18 24.09 18.66 8.543 4.38 9.01 0.00319 0.745 9 1 U5 37.70 3.43 11.20 7.58 24.74 2.209 3.11 6.82 0.00371 0.790 10 37.70 3.43 2.64 24.44 18.81 7.127 4.55 9.05 0.00297 0.727 11 1 U6 23.40 2.08 11.20 4.60 24.73 2.208 2.53 6.38 0.00474 0.878 12 23.40 2.08 1.64 23.52 18.50 11.297 4.15 8.93 0.00346 0.769 13 1 U7 31.20 2.82 -5.60 11.76 -23.35 4.169 3.42 7.42 0.00357 0.778 14 31.20 2.82 2.18 24.09 18.66 8.543 4.38 9.01 0.00319 0.745 15 1 U8 37.70 3.43 -11.20 7.58 -24.74 2.209 3.11 6.82 0.00371 0.790 16 37.70 3.43 2.64 24.44 18.81 7.127 4.55 9.05 0.00297 0.727 17 1 U9 23.40 2.08 -11.20 4.60 -24.73 2.208 2.53 6.38 0.00474 0.878 18 23.40 2.08 1.64 23.52 18.50 11.297 4.15 8.93 0.00346 0.769 19 1 U10 37.70 3.43 3.65 .19.49 20.73 5.684 4.18 8.42 0.00306 0.734 20 37.70 3.43 3.65 19.49 20.73 5.684 4.18 8.42 0.00306 0.734 21 1 U11 23.40 2.08 2.02 20.40 19.76 9.801 3.92 8.52 0.00354 0.775 22 23.40 2.08 2.02 20.40 19.76 9.801 3.92 8.52 0.00354 0.775 23 1 U12 37.70 3.43 3.65 19.49 20.73 5.684 4.18 8.42 0.00306 0.734 24 37.70 3.43 3.65 19.49 20.73 5.684 4.18 8.42 0.00306 0.734 25 1 U13 23.40 2.08 2.02 20.40 19.76 9.801 3.92 8.52 0.00354 0.775 26 23.40 2.08 2.02 20.40 19.76 9.801 3.92 8.52 0.00354 0.775 *** End of output *** STRUCTURAL DESIGN I TC ENGINEERING,INC. CA uc.No 3o28a CONSULTING ENGINEERS ANTONIO CANELAS,P.E. UC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructuralengineering@gmaii.com PROJECT: 2 AVE PAGE NO.: SUBJECT: C L U DATE: DESIGNED BY: 74. 12 Lb4. 2vvLs cJ ' 23 2 � �0 33 .2�9 Psi ID Z.A.. ,. '1.1!/1 : ....... .. TQC' S 200 My (k-ft) 0 0 0 + X 0 0 0 Mx (k-ft) 23 x 8 in �'4)3 -200 rt15 200 Code:ACI 318-08 Units: English Run axis: Biaxial Run option: Investigation nderness: Considered Column type: Structural Bars: ASTM A615 Date: 08/20/13 Time: 09:49:58 -200 -- P = 29.1 kip spColumn v4.50. 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft File: P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.col Project: 9350 NE, 12 AVE Column: TC-8 Engineer: L.0 fc=4 ksi fy =60 ksi Ag = 184 in^2 6#6 bars Ec =3605 ksi Es =29000 ksi As =2.64 in^2 rho = 1.43% fc=3.4 ksi Xo =0.00 in Ix= 981.333 in^4 u =0.003 in/in Yo =0.00 in ly=8111.33 in^4 _eta1 =0.85 Min clear spacing =2.75 in Clear cover= 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) =0.8, phi(b) =0.9, phi(c) =0.65 ky(nonsway) = 1 ky(sway) = N/A STRUCTUREPOINT - SPColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.col 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 0000c 00 0 00 00 00 00 00 00 00 00 00 00 00 00 c 00 00 00 00 00 00 00 00 00 00 00 00 00 c 00000 00 00 00 00 00 00 00 00 00 00 00 00 c 00 000000 00 00 00 00 00 00 00 00 00 00 c 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 c 00000 00 000000 00000 000 00000 0 00 00 00 00 c spColumn v4.50 (TM) ________________________________ Computer program for the Strength Design of Reinforced Concrete Sections Copyright c 1988-2009, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsib the accuracy or adequacy of the material supplied as input for processing by the spCol program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with re correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has produce spColumn error free the program is not and cannot be certified infallible. The fi responsibility for analysis, design and engineering documents is the licensee's. STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any ana or engineering documents prepared in connection with the use of the spColumn program. STRUCTUREPOINT - spColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft f� P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.col . "eneral Information: File Name P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.col Project: 9350 NE, 12 AVE Column: TC-12 Engineer: L.0 Code: ACI 318-08 Units: English Run Option: Investigation Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 24 in Gross section area, Ag = 192 in'2 Ix = 9216 in'4 Iy = 1024 in"4 rx = 6.9282 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in 2) Size Diam (in) Area (in'2) ------- ---- --------- ----------- ---- --------- ----------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2 .26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi (b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.64 in''2 at rho = 1.38% Minimum clear spacing = 2 .75 in Top Bottom Left Right ------ -------- -------- Bars 2 # 6 2 # 6 1 # 6 1 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft -------- ------------ ------------ -------- 1 Dead 18.00 0.00 0.00 0.00 0.00 Live 7.00 0.00 0.00 0.00 0.00 Wind 0 .00 0.00 0.00 8.00 0.00 E4 0.00 0.00 0.00 0.00 0.00 Snow 0 .00 0.00 0.00 0.00 0.00 tained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 STRUCTUREPOINT - SpColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8 .col U6 = 0.900*Dead + 0.000*Live + 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U7 = 1.200*Dead + 0.000*Live - 0.800*Wind + 0.000*EarthQuake + 1.600*Snow US = 1.200*Dead + 1.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.500*Snow U9 = 0.900*Dead + 0.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U10 = 1.200*Dead + 1.000*Live + 0.000*Wind + 1.000*EarthQuake + 0.200*Snow Ull = 0.900*Dead + 0.000*Live + 0.000*Wind + 1.000*EarthQuake + 0.000*Snow U12 = 1.200*Dead + 1.000*Live + 0.000*Wind - 1.000*EarthQuake + 0.200*Snow U13 = 0.900*Dead + 0.000*Live + 0.000*Wind - 1.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in'4 ksi ksi ----- ---------- ------------ -------- ------------ Design X 13.17 8 24 9216 4 3605 Y 13 .17 8 24 1024 4 3605 Above X (no column specified. . . ) Y (no column specified. . . ) Below X (no column specified. . . ) Y (no column specified. . .) X-Beams Length Width Depth I f c' ' Ec Location ft in in in�4 ksi ksi - ---------- ---------- ------------ -------- ------------ Above Left (no beam specified. . . ) Above Right (no beam specified. . . ) Below Left (no beam specified. . . ) Below Right (no beam specified. . . ) Y-Beams Length Width Depth I f'c Ec Location ft in in inA4 ksi ksi --------- ---------- ------------ -------- ------------ Above Left (no beam specified. . . ) Above Right (no beam specified. . . ) Below Left (no beam specified. . . ). Below Right (no beam specified. . . ) Effective Length Factors: ------------------------- Axis Psi(top) Psi (bot) k(Nonsway) k(Sway) klu/r ---------- ------------ ------------ ------------ ------------ X 0.000 0.000 1.000 (N/A) 22.81 Y 0.000 0.000 1.000 (N/A) 68.43 Moment Magnification Factors: Stiffness reduction factor, phi (K) = 0.75 Cracked-section coefficients: cI (beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 1.15e+007 kip-in A2 0.2*Ec*Ig + Es*Ise (Y-axis) = 9.73e+005 kip-in'2 X-axis ------------------- Nonsway ---------- -------- ------------------------ Sway -------- Ld/Comb ---- Pu(kip) -----Pc(kip) Betad Cm Delta SumPu(kip) Pc(kip) SumPC(klp) ------ ------ ------ ------------ 1 U1 25.20 2271.49 1.000 1.000 1.015 (N/A) -------�N/A) -------�N/A) U2 32.80 2739.14 0.659 1.000 1.016 (N/A) (N/A) (N/A) U3 28.60 2588.23 0.755 1.000 1.015 (N/A) (N/A) (N/A) U4 21.60 2271.49 1.000 1.000 1.013 (N/A) (N/A) (N/A) U5 28.60 2588.23 0.755 1.000 1.015 (N/A) (N/A) (N/A) U6 16.20 2271.49 1.000 1.000 1.010 (N/A) (N/A) (N/A) U7 21.60 2271.49 1.000 1.000 1.013 (N/A) (N/A) (N/A) US 28.60 2588.23 0.755 1.000 1.015 (N/A) (N/A) (N/A) STRUCTUREPOINT - SpColumn v4 .50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.co1 U4 21.60 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U5 28.60 219.00 0.755 0.600 1.000 (N/A) (N/A) (N/A U6 16.20 192.20 1.000 0.600 1.0.00 (N/A) (N/A) (N/A U7 21.60 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U8 28 .60 219.00 0.755 0.600 1.000 (N/A) (N/A) (N/A U9 16.20 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U10 28 .60 219.00 0.755 1.000 1.211 (N/A) (N/A) (N/A U11 16.20 192.20 1.000 1.000 1.127 (N/A) (N/A) (N/A U12 28.60 219.00 0.755 1.000 1.211 (N/A) (N/A) (N/A. U13 16.20 192.20 1.000 1.000 1.127 (N/A) (N/A) (N/A; Factored First-Order and Factored Magnified (Second-Order) Moments: Minimum eccentricity, Ex,min = 1.32 in Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------------- 1st Order -------------------- -2nd Order- --Ratio-- Load Mns Ms Mu Min Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ----- ------------ ------------ ------------ ------------ --------- 1 U1 0 .00 (N/A) 0.00 2.77 2.81 1.015 0.00 (N/A) 0.00 2.77 2.81 1.015 1 U2 0.00 (N/A) 0.00 3.61 3.67 1.016 0.00 (N/A) 0.00 3.61 3 .67 1.016 1 U3 0 .00 (N/A) 0.00 3.15 . 3.19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U4 0.00 (N/A) 0.00 2.38 2.41 1.013 0.00 (N/A) 0.00 2.38 2.41 1.013 1 U5 0 .00 (N/A) 0.00 3.15 3 .19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U6 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0 .00 1.78 1.80 1. 010 1 U7 0.00 (N/A) 0.00 2.38 2.41 1.013 0.00 (N/A) 0.00 2.38 2.41 1.013 1 U8 0.00 (N/A) 0.00 3 .15 3.19 1.015 0 .00 (N/A) 0.00 3 .15 3.19 1.015 1 U9 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 1 U10 0.00 (N/A) 0.00 3 .15 3.19 1.015 0 .00 (N/A) 0.00 3 .15 3.19 1.015 1 U11 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 1 U12 0.00 (N/A) 0.00 3.15 3.19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U13 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 Y-axis -------------------- 1st Order -------------------- _-2nd Order- --Ratio-- Load Mns Ms Mu Mmin Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ----- ------------ ------------ ------------ ------------ ------------ --------- 1 U1 0.00 (N/A) 0.00 1.76 2 .14 1.212 0.00 (N/A) 0.00 1.76 2.14 1.212 1 U2 0 .00 (N/A) 0.00 2.30 2.83 1.233 0.00 (N/A) 0.00 2.30 2.83 1.233 1 U3 0.00 (N/A) 0.00 2.00 2 .42 1.211 0.00 (N/A) 0.00 2.00 2.42 1.211 1 U4 6.40 (N/A) 6.40 1.51 6.40 1.000 0.00 (N/A) 0.00 1.51 1.51 1.000 1 U5 12.80 (N/A) 12.80 2.00 12.80 1.000 0.00 (N/A) 0.00 2.00 2.00 1.000 1 U6 12.80 (N/A) 12.80 1.13 12 .80 1.000 0.00 (N/A) 0.00 1.13 1.13 1.000 1 U7 -6.40 (N/A) -6.40 -1.51 -6.40 1.000 0.00 (N/A) 0.00 1.51 1.51 1.000 STRUCTUREPOINT - SpColumn v4.50 (TM) Z i/ 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft L P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-8.col ctored Loads and Moments with Corresponding Capacities: NOTE: Each loading combination includes the following cases: First line - at Column top Second line - at column bottom Load Pu Mux Muy fMnx fMny fMn/Mu NA depth Dt depth No. Combo kip k-ft k-ft k-ft k-ft in in --- ------ ---------- ---------- ---------- ---------- ---------- 1 U1 25.20 2.81 2.14 43 .44 33.00 15.439 3.22 8.10 2 25.20 2.81 2.14 43.44 33.00 15.439 3 .22 8.10 3 1 U2 32.80 3.67 2.83 43 .75 33.77 11.931 3 .31 8.12 4 32.80 3.67 2.83 43 .75 33 .77 11.931 3.31 8.12 5 1 U3 28.60 3.19 2.42 43.87 33.31 13.740 3.27 8.12 6 28.60 3 .19 2.42 43 .87 33.31 13 .740 3 .27 8.12 7 1 U4 21.60 2.41 6.40 13.66 36.33 5.676 2.27 6.49 8 21.60 2 .41 1.51 50.52 31.74 20.993 3 .40 8.48 9 1 U5 28.60 3 .19 12.80 9.47 37.95 2.965 2.20 6.26 10 28.60 3.19 2.00 51.48 32.28 16.124 3 .51 8.54 11 1 U6 16.20 1.80 12.80 5.13 36.49 2.851 1.96 6.03 12 16.20 1.80 1.13 49.69 31.32 27.618 3.32 8.44 13 1 U7 21.60 2.41 -6.40 13 .66 -36.33 5.676 2.27 6.49 14 21.60 2.41 1.51 50.52 31.74 20.993 3.40 8.48 15 1 U8 28.60 3.19 -12.80 9.47 -37.95 2.965 2 .20 6.26 16 28.60 3.19 2.00 51.48 32.28 16.124 3 .51 8.54 17 1 U9 16.20 1.80 -12.80 5.13 -36.49 2.851 1.96 6.03 18 16.20 1.80 1.13 49.69 31.32 27.618 3 .32 8.44 19 1 U10 28.60 3.19 2.42 43.87 33.31 13.740 3.27 8.12 20 28.60 3 .19 2.42 43 .87 33 .31 13.740 3.27 8.12 21 1 U11 16.20 1.80 1.28 44 .89 31.88 24.950 3 .17 8.18 22 16.20 1.80 1.28 44 .89 31.88 24.950 3.17 8.18 23 1 U12 28.60 3 .19 2 .42 43 .87 33 .31 13 .740 3 .27 8.12 24 28.60 3 .19 2.42 43.87 33.31 13.740 3 .27 8.12 25 1 U13 16.20 1.80 1.28 44.89 31.88 24.950 3 .17 8.18 26 16.20 1.80 1.28 44.89 31.88 24.950 3 .17 8.18 *** End of output *** STRUCTURAL DESIGN TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructuralengineedng@gmail.com PROJECT:' J 12 A �� PAGE NO.: SUBJECT: I C— 1-2— DATE: DESIGNED BY: LL 44� z 3 X 11.13' . Z Psfiu � . 8 0 0 2d 200 My(k-ft) y O� O O Mx (k-ft) 8x24 in 4 -200 5 200 Code:ACI 318-08 Units: English Run axis: Biaxial Run option: Investigation ;nderness: Considered Column type: Structural Bars: ASTM A615 Date: 08/20/13 Time: 09:48:57 -200 -- P = 28.6 kip spColumn v4.50. 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft File: P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col Project: 9350 NE, 12 AVE Column: TC-12 Engineer: L.0 fc =4 ksi fy =60 ksi Ag = 192 in^2 6#6 bars Ec =3605 ksi Es =29000 ksi As =2.64 in^2 rho = 1.38% fc= 3.4 ksi Xo =0.00 in Ix =9216 in^4 u =0.003 in/in Yo =0.00 in ly= 1024 in^4 _eta1 =0.85 Min clear spacing = 2.75 in Clear cover= 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) =0.8, phi(b) = 0.9, phi(c) = 0.65 ky(nonsway) = 1 ky(sway) = N/A STRUCTUREPOINT - SpColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 0000, 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00000 00 000000 00000 coo 00000 0 00 00 00 00 spColumn v4 .50 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2009, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsil the accuracy or adequacy of the material supplied as input for processing by the spCo] program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with re correctness of the output ut Pre ared b Y the spColumn program. Although STRUCTUREPOINT has produce spColumn error free thero ram is not and P g cannot be certified infallible. The fj responsibility for analysis, design and engineering documents g g is is the licensee's. STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any ana or engineering documents prepared in connection with the use of the spColumn program. STRUCTUREPOINT - spColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col L1Y General Information: File Name: P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12 .col Project: 9350 NE, 12 AVE Column: TC-12 Engineer: L.0 Code: ACI 318-08 Units: English Run Option: Investigation Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 24 in Gross section area, Ag = 192 in'2 Ix = 9216 in'4 Iy = 1024 in^4 rx = 6.9282 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ------- ---- --------- ----------- ---- --------- ---------- k 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0.8, phi (b) = 0 .9, phi (c) = 0 .65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.64 in'2 at rho = 1.38% Minimum clear spacing = 2.75 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 6 2 # 6 1 # 6 1 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --------- ------------ ------------ ------------ 1 Dead 18.00 0.00 0.00 0.00 0.00 Live 7.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 8.00 0.00 E4 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 tained Load Factors: Load Factor Case (g) ---- ------------ Dead 100 Live 0 Wind 0 STRUCTUREPOINT - spColumn v4 .50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft 2 P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col U6 = 0.900*Dead + 0.000*Live + 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U7 = 1.200*Dead + 0.000*Live - 0.800*wind + 0.000*EarthQuake + 1.600*Snow U8 = 1.200*Dead + 1.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.500*Snow U9 = 0.900*Dead + 0.000*Live - 1.600*Wind + 0.000*EarthQuake + 0.000*Snow U10 = 1.200*Dead + 1.000*Live + 0 .000*Wind + 1.000*EarthQuake + 0.200*Snow Ull = 0.900*Dead + 0.000*Live + 0.000*Wind + 1.000*EarthQuake + 0.000*Snow U12 = 1.200*Dead + 1.000*Live + 0.000*wind - 1.000*EarthQuake + 0.200*Snow U13 = 0.900*Dead + 0.000*Live + 0.000*Wind - 1.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in inA4 ksi ksi ------ ---- -------- ---------- ---------- ------------ -------- ------------ Design X 13 .17 8 24 9216 4 3605 Y 13 .17 8 24 1024 4 3605 Above X (no column specified. . . ) Y (no column specified. . . ) Below X (no column specified. . . ) Y (no column specified. . . ) X-Beams Length Width Depth I f'c Ec Location ft in in in'4 ksi ksi ----------- -------- ---------- ---------- ------------ -------- ------------ Above Left (no beam specified. . . ) Above Right (no beam specified. . . ) Below Left (no beam specified. . . ) Below Right (no beam specified. . . ) Y-Beams Length Width Depth I f1c Ec Location ft in in in'4 ksi ksi ----------- -------- ---------- ---------- ------------ -------- ------------ Above Left (no beam specified. . . ) Above Right (no beam specified. . . ) Below Left (no beam specified. . . ) Below Right (no beam specified. . . ) Effective Length Factors: ------------------------- Axis Psi(top) Psi (bot) k(Nonsway) k(Sway) klu/r ---- ------------ ------------ ------------ ------------ ------------ X 0.000 0.000 1.000 (N/A) 22.81 Y 0.000 0.000 1.000 (N/A) 68.43 Moment Magnification Factors: Stiffness reduction factor, phi (K) = 0.75 Cracked-section coefficients: cI (beams) = 0.35; cI (columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 1.15e+007 kip-in A2 0.2*Ec*Ig + Es*Ise (Y-axis) = 9.73e+005 kip-in A2 X-axis ------------------- Nonsway ------------------ ------------------------ Sway -------- Ld/Comb Pu(kip) Pc(kip) Betad Cm Delta SumPu(kip) Pc(kip) SumPc(kip) ---- ------------ ------------ ------ ------ ------ ------------ ------------ ------------ 1 U1 25.20 2271.49 1.000 1.000 1.015 (N/A) (N/A) (N/A) U2 32.80 2739.14 0.659 1.000 1.016 (N/A) (N/A) (N/A) U3 28.60 2588.23 0.755 1.000 1.015 (N/A) (N/A) (N/A) U4 21.60 2271.49 1.000 1.000 1.013 (N/A) (N/A) (N/A) U5 28.60 2588 .23 0.755 1.000 1.015 (N/A) (N/A) (N/A) U6 16.20 2271.49 1.000 1.000 1.010 (N/A) (N/A) (N/A) U7 21.60 2271.49 1.000 1.000 1.013 (N/A) (N/A) (N/A) U8 28.60 2588.23 0.755 1.000 1. 015 (N/A) (N/A) (N/A) STRUCTUREPOINT - spColumn v4.50 (TM) 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col U4 21.60 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U5 28.60 219.00 0.755 0.600 1.000 (N/A) (N/A) (N/A U6 16.20 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U7 21.60 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U8 28.60 219.00 0.755 0.600 1.000 (N/A) (N/A) (N/A U9 16.20 192.20 1.000 0.600 1.000 (N/A) (N/A) (N/A U10 28.60 219.00 0.755 1.000 1.211 (N/A) (N/A) (N/A U11 16.20 192.20 1.000 1.000 1.127 (N/A) (N/A) (N/A U12 28.60 219.00 0.755 1.000 1.211 (N/A) (N/A) (N/A U13 16.20 192.20 1.000 1.000 1.127 (N/A) (N/A) (N/A Factored First-Order and Factored Magnified (Second-Order) Moments: Minimum eccentricity, Ex,min = 1.32 in Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------------- 1st Order -2nd Order- --Ratio-- -----Mu---------Mmin Load Mns Ms Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ----- -------- ------------ ------------ 1 U1 0.00 --------- (N/A) 0.00 2.77 2.81 1.015 0.00 (N/A) 0.00 2.77 2.81 1.015 1 U2 0.00 (N/A) 0.00 3.61 3.67 1.016 0.00 (N/A) 0.00 3.61 3.67 1.016 1 U3 0.00 (N/A) 0.00 3 .15 3.19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U4 0.00 (N/A) 0.00 2.38 2.41 1.013 0.00 (N/A) 0.00 2.38 2.41 1.013 1 U5 0.00 (N/A) 0.00 3 .15 3 .19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U6 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 1 U7 0.00 (N/A) 0.00 2.38 2.41 1.013 0.00 (N/A) 0.00 2.38 2.41 1.013 1 U8 0.00 (N/A) 0.00 3 .15 3.19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U9 0.00 (N/A) 0. 00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 1 U10 0.00 (N/A) 0.00 3 .15 3.19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U11 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 1 U12 0.00 (N/A) 0.00 3 .15 3 .19 1.015 0.00 (N/A) 0.00 3.15 3.19 1.015 1 U13 0.00 (N/A) 0.00 1.78 1.80 1.010 0.00 (N/A) 0.00 1.78 1.80 1.010 Y-axis -------------------- 1st Order -------------------- -2nd Order- --Ratio-- Load Mns Ms Mu Mmin Mu 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft --- ------------ ------------ ------------ 1 U1 0.00 (N/A) 0.00 1.76 2.14 1.212 0.00 (N/A) 0.00 1.76 2.14 1.212 1 U2 0.00 (N/A) 0.00 2.30 2.83 1.233 0.00 (N/A) 0.00 2.30 2.83 1.233 1 U3 0.00 (N/A) 0.00 2.00 2 .42 1.211 0.00 (N/A) 0.00 2.00 2.42 1.211 1 U4 6.40 (N/A) 6.40 1.51 6.40 1.000 0.00 (N/A) 0.00 1.51 1.51 1.000 1 U5 12.80 (N/A) 12.80 2.00 12.80 1.000 0.00 (N/A) 0.00 2.00 2.00 1.000 1 U6 12.80 (N/A) 12.80 1.13 12.80 1.000 0.00 (N/A) 0.00 1.13 1.13 1.000 1 U7 -6.40 (N/A) -6.40 -1.51 -6.40 1.000 0.00 (N/A) 0.00 1.51 1.51 1.000 STRUCTUREPOINT - spColumn v4.50 (TM) Z 15 day trial license. Locking Code: 4-28F5A. User: TONY, Microsoft P:\2013\Billy Blanco\Calcs\TIE COLUMNS\TC-12.col stored Loads and Moments with Corresponding Capacities: NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux Muy fMnx fMny fMn/Mu NA depth Dt depth No. Combo kip k-ft k-ft k-ft k-ft in in ----- ---------- ---------- ---------- -------- -------- 1 1 U1 25.20 2.81 2.14 43.44 33.00 15.439 3.22 8.10 2 25.20 2.81 2.14 43.44 33.00 15.439 3.22 8.10 3 1 U2 32.80 3 .67 2.83 43.75 33.77 11.931 3.31 8.12 4 32.80 3 .67 2.83 43 .75 33 .77 11.931 3.31 8.12 5 1 U3 28.60 3 .19 2.42 43.87 33.31 13.740 3.27 8.12 6 28.60 3 .19 2.42 43.87 33.31 13.740 3.27 8.12 7 1 U4 21.60 2.41 6.40 13.66 36.33 5.676 2.27 6.49 8 21.60 2.41 1.51 50.52 31.74 20.993 3.40 8.48 9 1 U5 28.60 3 .19 12.80 9.47 37.95 2.965 2.20 6.26 10 28.60 3 .19 2.00 51.48 32.28 16.124 3.51 8.54 11 1 U6 16.20 1.80 12.80 5.13 36.49 2.851 1.96 6.03 12 16.20 1.80 1.13 49.69 31.32 27.618 3 .32 8.44 13 1 U7 21.60 2 .41 -6.40 13.66 -36.33 5.676 2.27 6.49 14 21.60 2.41 1.51 50.52 31.74 20.993 3.40 8.48 i5 1 U8 28.60 3.19 -12.80 9.47 -37.95 2.965 2.20 6.26 16 28.60 3 .19 2.00 51.48 32.28 16.124 3.51 8.54 17 1 U9 16.20 1.80 -12.80 5.13 -36.49 2.851 1.96 6.03 18 16.20 1.80 1.13 49.69 31.32 27.618 3.32 8.44 19 1 U10 28.60 3.19 2.42 43.87 33.31 13 .740 3 .27 8.12 20 28.60 3 .19 2.42 43.87 33 .31 13.740 3.27 8.12 21 1 U11 16.20 1.80 1.28 44.89 31.88 24.950 3.17 8.18 22 16.20 1.80 1.28 44.89 31.88 24.950 3 .17 8.18 23 1 U12 28.60 3 .19 2.42 43.87 33 .31 13.740 3.27 8.12 24 28.60 3 .19 2.42 43 .87 33 .31 13.740 3 .27 8.12 25 1 U13 16.20 1.80 1.28 44.89 31.88 24.950 3 .17 8.18 26 16.20 1.80 1.28 44.89 31.88 24.950 3 .17 8.18 *** End of output *** 3L FOOTING REDESIGN ....4 3 � STRUCTURAL DESIGN TC ENGINEERING,INC. cA uc.No30266 CONSULTING ENGINEERS ` ANTONIO CANELAS,P.E. LIC.No.74099 7805 SSP/24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructuralangineering@gmail.com PROJECT:' q 3 6,D NE— 12 A V E PAGE NO.: SUBJECT: VBA DATE: DESIGNED BY: 1p .... ... ... / _.. kr 5.; 3 �' 3 dx /2 V ' . �.' 2© L� UE - 4-1 ... )_ p X34x (� /5 - 1. 4' ip � _ C7 ' 1V! t �t ' 11. 23 3.3r"_- 3 -� .x3-� X 12 E(d 32 STRUCTURAL DESIGN TC ENGINEERING,INC. CA uc.No3o268 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. UC.No.74099 7805 SW24 ST SUITE 106 MIAMI,FL.33155 PHONE(305)261-0321 tcstructuralengineering@gmaii.com PROJECT:' U ( Vz M RAGE NO.: SUBJECT: X79 O'T ► N (o S 6 DATE: DESIGNED BY: A .. -�rho Nt - z _. 24.E 1! . .. . ... z: Q 4 X D CiJ Q5 4-5 r 2- z Z ' k L Sar = 2_ . _ z . . : 4 8Drr 31 STRUCTURAL DESIGN TC ENGINEERING,INC. CA UC.Na 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.Na.74099 4 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)281-0321 tahvcturelgengfneering@gmail.wm PROJECT:' — f�J�J C �'Z A V E PAGE NO.: SUBJECT: F-D O L 1 N (P 5 (�� DATE: DESIGNED BY: 1 z. _ . > do - zx: Vie, x . X, ( D 7 Q7 ----.� 3 � 3 13 d TT C ; Poo Lit,= .... A X04(, 4-11 z 2 . � . f� x4- xI-q .... UJ �' 907 C-U� , STRUCTURAL DESIGN TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SAN 24 ST SUITE 106 MIAMI,FL.33155 PHCNE(305)261-0321 tcstructuralengineer ng@gmail.com PROJECT: J\I /Z AV PAGE NO.: SUBJECT: EwT j /lI ,� S�� DATE: DESIGNED BY: p0, z� J t � ` I L' tl � X1 /del p �T _. 7`r . 1 4-.0u ;L v.r1Jt9 _ Z. ' T. :. 56- ANNEX -ANNEX (CONNECTORS NOA)....5 3 MIAMD�ADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208 AFFAIRS(PERA) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.jliaini(lade.p-ov/Tiera/ Nu-Vue Industries,Inc. 1055 East 29h Street Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County PERA-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP,NV/NVTH,NVHC,NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No.NU-5,titled"Skewed Nail Plate,NV358 &NV458 with Double NVTH Straps,NVTH/NVTHS Anchors&NVHC Hurricane Clips and NVSTA&NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4,dated 04/15/2004,with last revision dated 01/25/2012,prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E.,bearing the Miami-Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami- Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#09-0721.05 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No. 12-0130.35 MAMMA ECOUNTY �2 Expiration Date: December 23,2014 � Approval Date:April 12,2012 10SP Page 1 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-5,titled"Skewed Nail Plate,NV358 &NV458 with Double NVTH Straps,NVTH/NVTHS Anchors&NVHC Hurricane Clips and NVSTA &NVHTA Heavy Duty Anchors with Seat", sheets i through 4 of 4, dated 04/15/2004, with last revision dated 01/25/2012,prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-0510.03" Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT#03-4482 NVSNP3 Downward 09/15/03 2. PT# 03-4625 NVHCL/R Up& Sideways 01/21/04 3. PT# 04-4641 NVSTA -24H Up& Sideways 03/17/04 4. PT# 04-4698 NVTH24 Up& Sideways 04/15/04 5. PT# 03-4590 NVTH26/NV458 Sideways 12/31/03 6. PT# 04-4642 NVHTA-24H Up& Sideways 03/22/04 7. PT#03-4543 NVTH2O/NV358 Up& Sideways 12/19/03 C. CALCULATIONS "Submitted under NOA #09-0721.05" 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat,P.E. "Submitted under NOA # 04-0510.03 11 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12,prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting,Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT "Submitted under NOA # 09-0721.05" I. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. #/fo /0 t2 Carlos M.Utrera,P.E. Product Control Examiner NOA No. 12-0130.35 Expiration Date:December 23,2014 E Approval Date: April 12,2012 -1 ' General Notes: tie• ly" , a i. Steel shall conform to ASTM A653, structural grade .33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A525. VSs © 0 2. Allowable loads ore based on Latest Editions of National Desing r 1« +fit,• specifications (NDS) for wood construction and Florida Building Code 0 0 0 (FBC). ie-. NDS 2c3os cxv,.d F(ac 2o1c, o l ~ 0 0 3. Design loads are for Southern Pine species with a specific gravity 0 " x '" + ,~ of 0.55. Allowable loads for other species shall be adjusted 0 a o 0 o accordingly. 3%" 4. Common wire nail values are based on NDS and have been Supporting Tuse reduced for Penetration Depth factor. Na IYs" lY" %.- op d: bottom ,n. `hard 5. Allowable loads for wind uplift have been increased by a duration Hole pattern leHoles ifs dia. factor of 1.6 for anchors into wood only. Load values shown are, s mirror Ina a of the �1• appallaide Supported without 33% steel stress increase. Top &bottom 6. Allowable loads for more than a single connection cannot be k bo chard added together. A design food which is divided into components in the direction given must be evaluated as follows: 00'M" Actual Uplift NVSNP3 Allowable Uplift + owa e + Allowable L2 <-1.0 TABLE 1 Installation SKEWED NAIL PLATE 7. Allowable loads are based on 1Y" thick wood members unless Fastener otherwise noted. EProduct Steel Schedule Allowable Loads (Ibs) Gauge 8. All tie beams and grouted concrete masonry shall comply with Each End Gravity u IlftFBC. Concrete for tle beams and grout and mortar for concrete (6) 8d x lh' ss4 594 masonry shall be a minimum of 2500 psi. Concrete masonry shall 16 comply with ASTM C90. For Uplift, use two NVSNP3, one at top chord and 9. All tests have been conducted in accordance with ASTM D-1761. one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the FBC. plODUCrREVISeo VIPTN N. TOLAT, PE (C' "wing�wNDiAet}wtda FL. REG. # 12847 HOUSTON. LANTERN CREEK LANE Notes: tPyy�1e� ¢ HOUSTON, TX:77088 1. Use 6 nail holes in each flange. '°I N u— Vu a industries, Inc. 2. Do not bend nail plate more than once. "� 1063-1069 East 29 street Hialeah. Florida 33013 3. Supporting member shall be in the acute angle side with other flange behind the �InS�t�° P Fax: (306). 894-0397 4-0308 end of supported member (see sketch.) SKEWED NAIL PLATE FNU G #: Sheet: Date: Revisions: —5 1 ar 4 APRIL 16,zoo t72S�12 t ` , TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 180 seat TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly14G Strop Dimenslon Total No. Total No. Assembly 14G Strap Dimension P Total No. Total No. Product Product H of Fasteners of Fasteners Allowable loads (lbs) Code Code (inches) In 2 Straps In Seat Product Product H of Fasteners of Fasteners Allowable Loads (lbs) Code Code Inches in 2 Straps In Seat 10d x 3" 10d x 3" Uplift a L2 ( ) 10d x 3" 1O x 3" uplift I a L2 NV358-12 1,471-118 12d 8 2245 1961 1839 NV458-12 NVTH16 12 8 8 2245 2783 2078 NV358-14 -NVrH18 14 10 8 2525 2205 2068 NV458-14 NVTH18 14 10 B 2525 3131 2338 NV358-16 NVTH2O 16 12 8 2806 2452 2298 NV458-16 NVTH2O 16 12 8 2806 3479 2597 NV358-20 NVTH24 20 14 8 3086 2897 2528 NV458-20 NVTH24 20 14 8 3086 3827 2857 NV358-22 NVTH25 22 16 B 3367 2947 2758 NV458-22 NVTH26 22 18 6 3367 4175 3117 NV358-24 NVTH28 24 NV458-24 NVTH28 24 NV358-26 NVfH30 26 NV458-28 NVTH30 26 NV358-32 NVTH36 32 NV458-32 NVTH36 32 NV358-44 NVTH48 44 NV458-44 NVTH48 44 Holes DIa.3(e" Notes: Holes Ola. 1. Minimum embedment Into concrete 4". PRODUCTREVISED 2.Nelle are neceeary In straps and seat to achieve design loads. 03"NV358 rsoagly20wilbthe"M" , 3. See Note 8 (Sheet 1) for combined load. 4W NV458 A-p� -X 4. Nulls through chorda shall not force the truss plate on the opposite side. Eapl�� -^� 2 " MSR"T"ft"Cmorol Holes Dia. �&" --I 1Y. � 14G NVTH 1 �e 18G Seat Oeta(I uruFr " NV358 and NV458 rRuoucr aevlsco } HrMV3514wsy� Le 5k"NV458 VIPIN N. TO128 PE (CIVIL) ,y�y,. J•p �'• 'Side Mew 15 REG. NT 12847 E,qw •} 2 ply pal utaes 15123 LANTERN CREEK LANE 3 ply pal.4511 Truss plate required HOUSTON. TX 77088 4 H to transfer load to bottom chord ] .N ,•1.` N u— V u e Industries. Inc. s • Reinforcements 1053..-,1Q59 East 29 Street Slot 0.2o3'x t" 4'Min. Required Htoiebh. Florltltr 33013 pm r Paa, Canar•t. q - Phonet(305) 694-0397 r�newm•nt Q� _ 0/ Fox: (305)694-0398 `� L7 Y Concrete Us Beam �{ �1 NV958 lc NV458 WITH DOUBLE NVTH STRAPS _'�{K• "—or Tle Beam formed with Concrete filled Masonry. AWG 0: Sheet: Revisions: NU-5 2 of 4 JADPate'jo. L ease July 5. 2009 ,x• Perpendicular TABLE 4 Trues plata required io wall iObottomchodi°� -2 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS Reinforcements H o. o Fasteners Maximum Allowable Load Ibs Required Length Product Gauge Gauge In Strap ( ) H .at a20W.V H (in) Code seat strop 10d x 1.5" Uplift Ll L2 12 NVTH-16 NVTHS 212 18 14 5 1032 560 525 "" • 6 1222 671 630 IN.4" parallel Ll 14 NVTH-18 NVTHS 214 18 14 MIN. 4" EMS. to wall 7 1275 783 735 EMB. NVTH Concrete Tie Boom NVTHS il¢" 17¢" or Tie Boom formed 16 NVTH-20 NVfHB 216 18 14 with concrete filled 8 1329 783 735 TABLE 5 masonry 18 NVTH-22 NVTHS 218 18 14 9 1383 783 735 HURRICANE CLIPS 10 1437 783 735 Product Gauge Fasteners 10d x 1,%"Allowable Loads lbs 20 NVTH-24 NVTHS 220 18 14 Code Description 9 Header Joist Uplift L1 L2 11 1490 783 735 NVHCR HURRICANE CLIP - RIGHT 18 6 6 525 253 333 22 NVfH-26 NVTHS 222 18 14 12 1544 783 735 NVHCL HURRICANE CLIP- LEFT 18 6 6 525 253 333 13 1598 783 735 rap m«d For Uplift, use two clips, one on each 24 NVTH-28 NVTHS 224 18 14 side to comply with section 2321.7 of the FBC 0 0 0 0 0 0 26 NVTH-30 NVTHS 226 18 14 t " 00 0 1i• x• 1t" 32 NVTH-36 NVTHS 232 18 14 NVHCL hottmNVHCR 44 NVTH-48 NVTHS 244 18 14 $ o chord chord UPLIFT ,n• 2-2.Plot. ?J1" o Cross-Sectlon Top lit, ch«d � O - .� Trues plots required Holes Ola. to transfer loud to VIPIN N. TOLAT, PE (CML) o Bottom bottom chord FL REG. 111 12847 hale ata. a.n6" ahe,d 16123 LANTERN CREEK LANE NVTH, NVTHS • L2 HOUSTON, TX 77088 •• 2-2x PIatN e f'lie'i NVHCR N u—V u e Industries, Inc. -• "' -. L7 1083-1069 East 29 Street moo, " PRODUCTREViSED Hialeah, Florida 33013 694-0397 SCALE: ,�p AW awoopmece dwg6dteEMrld3� 0cmup wiviYdoFlerms OJ HD PbFax: (805) 894-03911 "�� Espi �¢ i .OJ �+ NVTH/NVTHS ANCHORS k NVHC HURRICANE CLIPS • f< sy L DWG./l: sheet: Date: Revisions: I Pro�,q Camel I-1 3C----4 a� NU-5 3 of 4 N'6n t5,2oa July 6, 2009 V TABLE 6 TABLE 7 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 200 seat NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly14G Strop Dimenslon Total No. Total No, of P Assembly 14G Strap Dimension Total No. Total No. of Product Product H of Fasteners Fasteners in Allowable Loads (Ibs) Allowable Loads (lbs) In Strop 20 GA. Seat Product Product H of Fasteners Fasteners in Code Code (Inches) p e e e Code Code (Inches) in two Straps 20 GA. Seat e s e s w:da 10d x lh" 10d x 1h Uplift L1 L2 10d x U¢" 10d x U¢" Upif! Uplift L7 L2 NVSTA-12H NVTH16 12 5 6 1308 700 1049 NVHTA-12H NVTH16 12 10 6 1772 2078 1050 1450 6 6 1428 760 1144 12 6 1994 2338 list 1631 NVSTA-14H NVTHIS 14 NVHTA-14H NVTHi8 14 7 6 1545 823 1239 14 6 2215 2598 1312 1812 NVSTA-16H NVTH2O 16 s 6 1684 887 1335 NWTA-161-1 NVTH2O 16 16 8 2437 2858 1444 1994 NVSTA-20H NVh124 20 9 6 1783 950 1430 NVHTA-20H NVTH24 20 18 8 2658 3117 1575 2175 NVSTA-22H NVTH26 22 � �" 21S--I NVHTA-22H NVTH26 22 0 0 NVSTA-24H NVTH28 24 ° ° NVHTA-24H NVTH28 24 Not Nails are necessary In straps and seat to achieve, dosing loads. — A' 111 2. See note 6, sheet 1 for combined loading, 3. Nails through chords shall not force the truss plates. NVSTA-26H NVIH30 26 X4" NVHTA-28H NVTH30 26 54. For. For general lnot higher loads, concrete shall be 3000 pal. 6. Based on min. 2500 psi concrete. NVSTA-32H NVTH36 32 NVHTA-32H NVTH38 32 Hdee Dlc. NVSTA-44H NVTH48 44 NNi7A-44H NVTH48 44 9" 04 20Se Seat PRaaUC1REVISM h'I 1YY44. iA' rmyiyty abblY P1ee14a �Y°� k H NVSTA NVHTA 12H throght 44H H 12H throght 44H � thWucltlreeel • ° ° PxoVV r REVISED DivLl�r � ° 4"Mtn. ° 1 r aara/IYiY wi*We F10" VIPIN N. TOLAT, PE (CIVIL) Side New pin Y'dla. Conersto 0° 4"Min. NdWq{Code FL. REG. # 12847 a 20 GA.Scot Embedment. slat 0.203'x I" Concrete Acoopteaco Pw( �16125 LANTERN CREEK LANE 1)r�^ Pin Y`dlc, Embedment. M Dela, HOUSTON, TX 77088 14Q NVTH UPLIFT 1)4" UPLIFT ®F, L2 AroWdOW" ,7 L�' N t.�1.—V LL e Industries, Inc. " 1069-1059 East E9 Street r—Trues plate required to transfer Truss plate required to transfer tilsleah, Florida, 39013 •—u Ift to bottom chord. uplift bottom chord. � Phone: (906) 894-0397 Fax: (306) 694-0396 Q Reinforced boom om Concrete Reinforced Concrete - tie p&bottom m . ♦-- tie boom Lin.2/5 NVSTA k NVHTA HEAVY DUTY ANCHORS YFTPH SEAT P Ll Top&bottom w 01fG /: Sheet: Date: Revisions: NU-5 4 0[ 4 APRs,Id,eoo4 July 6, 2009 4z SIM200803 Used for Florida State Wide Product Approval # FL11470 Products on this Report which are approved• Product FL# DSC2 11470.1 H16 11470.2 H16-2 11470.2 H16-2S 11470.2 H16S 11470.2 H8 11470.3 HGA10 11470.4 HRS12 11470.5 HRS6 11470.5 HRS8 11470.5 LGT2 11470.7 LGT3-SDS2.5 11470.7 LGT4-SDS3 11470.7 MGT 11470.9 MSTA49 11470.10 MSTC48B3 11470.1 MSTC66B3 11470.1 MTS24C 11470.1 MTS28C 11470.1 MTS30C 11470.1 TSP 11470.1 VGT 11470.9 SIMPSON STRONG-TIE COMPANY, INC 43 Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/904/821-5200 1 t Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer,in review of the data submitted, finds that,in his opinion,the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200803 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors H8, MTS24C, MTS28C, MTS30C, H16, H16S, H16-2, H16-2S, HGA10 Page 1 of 13 Simpson Strong-Tie 44, Girder Tiedowns LGT2, LGT3-SDS2.5, LGT4-SDS3, MGT, VGT, VGTR, VGTL Strap Ties HRS6, HRS8, HRS12 Pre-bent Strap Ties MSTC48133, MSTC66133 Stud to Plate Tie TSP Drag Strut Connector DSCR-SDS3, DSRL-SDS3 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code 4. DESCRIPTION: 4.1 H8 Hurricane Tie. The H8 is used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and studs to bottom plates. They can be used to resist uplift loads from wind or other loading. It is installed with 10-10dx11/2" nails. The H8 is manufactured from 18 ga. steel meeting ASTM A-653 SS Grade 40. It is coated with a G90 galvanized finish. Allowable loads and fasteners are shown in Table 1. See Figure 1 for additional details. 4.2 MTS24C, MTS28C,and MTS30C Twist Strap. These Twist Straps are used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 14-10d common nails or 14-10dx1'/z' nails. The MTS24C, MTS28C, and MTS30C are manufactured from 16 ga. steel meeting ASTM A-653 SS Grade 33. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 1 for additional details. 4.3 H16 , H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and H16-2S are used to anchor wood trusses or rafters to wood top plates. The H16 and H16-2 can also be used to anchor wood trusses to masonry or concrete walls. These connectors wrap over the top of the rafter or truss. For wood wall applications, the straps are then wrapped under the top plate and nailed to the face of the top plate with 4-1 Odx 1'/2"nails and to the bottom of the top plate with 6-10dx1'/" nails. For masonry or concrete wall applications, the straps are fastened to a masonry wall with '/4x2%4"Titen Masonry Screws, or a concrete wall with %4x13/" Titen Masonry Screws. These connectors are manufactured from 18 ga. steel meeting ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2 for masonry walls. See Figures 2 and 3 for additional details. 4.4 HGA10 Heavy Gusset Angle. The HGA10 is used to anchor wood trusses, rafters, or beams to wood walls. The HGA10 fastens to the truss, rafter, or beam with Simpson %4 X 1'/i' SDS screws (provided with the part), and fastens to the wall with Simpson %4 X 3" SDS screws (provided with the part). Allowable loads are shown in Table 1. The HGA10 is manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 33. It is coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 2 for additional details. Page 2 of 13 Simpson Strong-Tie 4.5 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss or beam (3"wide) to a wood or masonry wall. The LGT2 fastens to the wood truss or beam with 16-16d sinker nails. It attaches to wood studs beneath with 14-16d sinker nails, to a masonry wall beneath with 7-%x2%4'Titen Masonry Screws, or to a concrete wall beneath with 7.-%4X13/4' Titen Masonry Screws. The LGT2 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 50, Class 1. It is coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. 4.6 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used to anchor a three-ply wood truss or beam (maximum 5"wide) to a wood or masonry wall. The LGT3-SDS2.5 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails or to a masonry or concrete wall with four 3/8 x 5 Titen HD Screws. The LGT3-SDS2.5 tiedown is formed from No. 12 gage [0.099 inch]ASTM A653 Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.7 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedown is used to anchor a four-ply wood truss or beam (maximum 6'/2"wide) to a wood wall. The LGT4- SDS3 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails. The LGT4-SDS3 tiedown is formed from No. 12 gage (0.099 inch)ASTM A653 Structural Quality Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.8 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple-ply wood truss or beam (3" minimum width) to a wood or masonry wall. The MGT fastens to the wood truss or beam with 22-10d common nails. A minimum of six nails must be into the face of the truss adjacent to the MGT. A minimum of four nails must be into the top of the truss. The base of the MGT attaches to a single W diameter anchor bolt or rod. For masonry construction, this W anchor must be designed by the building designer to provide at least as much anchorage as is required of the MGT. For wood frame construction, this%" anchor may be a length of all thread rod that is attached to an anchor fastened to the studs beneath the girder. This anchor must provide at least as much anchorage as is required of the MGT. For example, a Simpson Strong-Tie PHD5 Holdown attached to multiple studs below of at least Spruce-Pine-Fir lumber will provide anchorage equivalent to the anchorage of the MGT to the truss. The stud to which the anchor is attached must be anchored to the foundation in such a manner as to transfer this uplift to the foundation. The MGT is manufactured from 12 gauge steel meeting ASTM A-653 SS Grade 50, Class 1, coated with a G90 galvanized finish. The washer in the seat is 3/" plate steel that meets the provisions of ASTM A36. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.9 VGT Variable Girder Tiedown. The VGT girder tiedown is used to anchor a milti-ply wood truss or beam (minimum 3"wide) to a wood or masonry wall. The VGT fastens to the wood truss or beam with Simpson Strong-Tie SDS Strong-Drive Screws. It then fastens to a threaded rod or anchor bolt. The rod can be fastened to a connector mounted to framing below the girder. The anchor bolt can be anchored to a concrete or masonry wall that is designed by the building designer to resist the high concentrated uplift load at that location. The VGT can be installed singly or in pairs for higher uplift resistance. The crescent washer Page 3 of 13 Simpson Strong-Tie 40 allows the VGT to be installed at an angle from 3:12 to 8:12. If the VGT is installed on a member sloped less than or greater than that amount, the VGT must be rotated so that it is sloped between 3:12 and 8:12. The VGTR and VGTL have one of the side flanges concealed so they can be placed at the end of a truss or beam. The VGT is formed from No. 7 gage [0.099 inch]ASTM A653 SS Grade 33 steel, with minimum yield and tensile strengths of 33 and 45 ksi, respectively. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.10 HRS Heavy Strap Tie. The HRS Strap Tie models are straps used to provide a tension connection between two wood members. The HRS6, 8, and 12 are 1%"wide and are installed with 10d common nails. The straps are manufactured from 12 ga. steel meeting ASTM A-653 SS Grade 33, with minimum yield and tensile strengths of 33 and 45 ksi, respectively. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 4. See Figure 8,for additional details. 4.11 MSTCB3 Pre-bent Strap Tie. The MSTC48133 and MSTC6663 Pre-bent Strap Ties are designed to transfer a heavy tension load from framing on an upper story wall to a beam or header on the story below. For example, this could be from shearwall overturning or a large girder truss uplift load. They are installed with 10d common nails, with a minimum of four nails in the bottom of the beam or header. The straps are manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 50, Class 1. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 5. See Figure 9 for additional details. 4.12 TSP Stud to Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application, fill all round and triangle shaped holes. The TSP is installed with either 10dX1%" or full-length 10d common nails. The TSP is formed from No. 16 gage (0.057 inch)ASTM A653 SS Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi , respectively. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedule are shown in Table 6. See Figure 10 for additional details. 4.13 DSC2R and DSC2L Drag Strut Connector. The DSC2 Drag Strut Connector transfers diaphragm shear forces from drag struts, such as drag trusses, to the shear walls. The R and L suffix refers to right or left hand bend to accommodate different layout configurations. The DSC2 fastens to the drag strut and wood.top plate with Simpson Strong-Tie SDS Strong-Drive Screws, which are included. The SDS screws are installed best with a low-speed '/z" drill and a W hex head driver. Predrilling holes for SDS screws is not required. The DSC2 is formed from No. 7 gage (0.173 inch) ASTM A653 Structural Quality Grade 33 steel, with minimum yield and tensile strengths of 33 and 45 ksi, respectively. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedules are shown in Table 7. See Figure 11 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. Page 4 of 13 Simpson Strong-Tie P g q-r 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 4. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strep the Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot- dipped zinc coated galvanized steel. Fasteners for stainless steel connectors shall be stainless steel. 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, or the following: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions Grout ASTM C476 2000 si or by proportions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supersedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap,P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested H8 Uplift H204, H220 5-6-99, 5-13-99 MTSC Uplift B845 1-30-90 H16 Uplift 1376, H591 9-24-01, 3-3-00 H16-2 Uplift 1830, H591 3-19-02, 3-3-00 HGA10 Uplift H062 1-12-99 HGA10 F1 Direction H042 12-29-98 HGA10 F2 Direction H043 12-29-98 LGT2 Uplift H429, 1839, K411 11-11-99, 1-29-02, 6-30-04 LGT2 F1 Direction L921 10-18-05 LGT2 F2 Direction L922 10-18-05 Page 5 of 13 Simpson Strong-Tie 44!3 LGT3 Uplift- L431 6-9-05 LGT3 F1 Direction L233 5-20-05 LGT3 F2 Direction L234 5-20-05 LGT4 Uplift 0113, ? 7-5-07, ? LGT4 F1 Direction 0393 10-29-07 LGT4 F2 Direction 0394 10-1-07 MGT Uplift 1134 5-9-01 8/11/2006, 8/11/2006, M985, M988, M999, M990, 8/16/2006, 8/22/2006, VGT,VGTR/L Uplift M991, N075, M989, N142, 8/22/2006, 8/29/2006, N149 8/30/2006, 9/12/2006, 9/15/2006 MSTC48B3 Tension J367, J583 6-4-03, 11-19-03 MSTC6663 Tension J368 6-24-03 M481, M950, M812, M817, 4/19/2006, 5/24/2006, TSP Uplift M202, N056, N074 8/10/2006, 8/15/2006, 8/18/2006, 8/23/2006 DSC2R/L Tension FROM SIM200801 DSC2R/L Compression FROM SIM200801 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building and Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. The anchorage of the MGT and VGT to masonry or concrete wall is not covered by this report. Anchorage must be designed by the building designer. 4. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Buildinq Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie 9lq Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE UPLIFT LOADS FOR TRUSS/RAFTER TO WOOD WALL CONNECTORS Fasteners Allowable U lift Loads(160} Model No.' Ga. To Trusses) To plates To,Studs Southern'Pmet Rafters ='. Dari fast=k,Larch Spruce=Pine-Fir. H8 18 5-10dx1'/2 5-10dx1'/2 - 795 565 HS 4 18 5-10dx1'/2 5-10dx1Y2 795 565 MTS24C 16 7-10dx 1 Yz 7-10dx 1 Yz - 1000 860 MTS28C 16 7-10dx1Y2 7-10dx1'/: - 1000 860 MTS30C 16 7-10d x 1% 7-10dx 1% - 1000 860 H160 18 2-10dx1Yz 10-10dx1Yz - 1400 1205 H16SO 18 2-10dx1'/ 10-10dx1Yz - 1400 1205 H16-2 18 2-10dx1 Yz 10-10dx1Y2 - 1325 1140 H 16-2S 18 2-10dx 1'/z 10-10d x 1 Yz - 1325 1140::-::l HGA10 14 4-SDS'/.X1Y2 4-SDSYX3 - 435, 375 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 21/3"is required when H8 connectors are installed on each side of the truss and on the same side of the plate. 3. Hurricane ties are shown installed on the inside of the wall for clarity. Installation on the outside of the wall is acceptable. For installation of H16 series on the outside of the wall, a minimum 15/32"wood structural panel sheathing with 1-8d nail between straps to top plate is required. For a continuous load path,truss to top plate and top plate to stud connections must be on the same side of the wall. 4. H8 will achieve 310 pounds uplift when connecting a stud to a single bottom plate. Install 5-10dx 1'/2" nails to stud and 4-10dx1'/i" nails to bottom plate. 5. MTS24C, MTS28C, MTS30C can be attached directly to the studs provided the(7)nails are attached to the stud and not split over the stud and the top plate. 6. H16 is pre-sloped ata 5:12 pitch and can be used on pitches from 3:12 to 7:12. Minimum heel height for H16 series is 4" 7. HGA10 allowable F1 load(160)shall be 1165 lbs(DFUSYP)&775 lbs(SFP) , and allowable F2 load (160)shall be 940 lbs(DFUSYP)&815 lbs(SPF). Typical installation of MTSC connecting I{8 attaching `"` rafter to double Truss to top plate top plates Figure 1 H8 and MTSC Typical Installation Page 7 of 13 Simpson Stronb Tie H1& Deperdng on heel height, Depending on heel strap may wap height;strap may to hack of plate. wrap to back of plate. ♦ � w! HGA10 lnuau d-lodxlY2 to Install 6-10*11,12 Installationto Install 3.10*1%to tnstalf 6-1octo% nside edge 2x to face of 2.r Double Top Plates inside a of 2x to face of 2x H16-2 Installation Figure 2 H16, H16-2, and HGA10 Typical Installation TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Mode( Ga Length '_ Fasteners - Allowable U lift Loads(160) No.' (n.) Truss/Rafter CMU Concrete S66thern Pine! Spruce-Pine-Fir (Titen)' (Tjten) DougfasTur-I eh. H16 18 18% 2-10dx 1%2 6-6-%4x2%46-'/4x 1'/ 1470 1265 H16-2 18 183/4 2-10dx1% 6-'/4x2'/4 I 6-'/4x13/4 1470 1265 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 5 Rebar Min. Figure 3 H16 Typical Installation to Masonry Wall Page 8 of 13 Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS FOR GIRDER CONNECTORS Allowable Uplift Allowable Lateral Loads Model Ko. Qty. No.of Fasteners Loads (160) . (1 60j Plies Wood Studs Girder CMU Concrete, F1 F2 ti or Framing r LGT2(Wood) 1 2 16-16d Sinker 14-16d _ 2050 1785 7004 1704 Sinkers LGT2(Masonry) 1 2 16-16d Sinker _ 7-'/4x2'/4 7-''/4x1%Titen 2150 1850 7004 1704 Titen Screw Screw LGT3-SDS2.5(Wood) 1 3 12-SDS%x2Y2 21-16d Sinkers - - 3685 2655 795 410 LGT3-SDS2.5 1 3 12-SDS'/4x2'/2 4-'/8"x5" 4-%"x5" Mason Titen HD Titen HD 3285 2365 795 410 LGT4-SDS3(Wood) 1 4 16-SDS'/4x3 30-16d Sinkers - - 4060 []2925: 20005 6755 LGT4-SDS 1 4 16-SDS%x3 4-'/e"x5" 4-'/e"x5" Mason Titen HD Titen HD 3285 2365 - - MGT(Wood) 1 2(min) 22-10d 1-%"anchor - - 3965 3275 - - MGT(Masonry) 1 2(min) 22-10d 1 5%"anchor 1%"anchor 3965 3275 - 1 2(min) 16-SDS'/4x3 - 1-%"anchor 1'anchor 4940 3555 - - VGT 2(min) 32-SDS'/4x3 - 24'anchors 2-%"anchors 7185 5175 2 - - 3(min) 32-SDS%x3 - 2-%"anchors 2-%"anchors 8890 6400 - - VGTL or VGTR 1 2(min) 16-SDS'/4x3 - 1-%"anchor 1-%"anchor 2230 1605 - - 2 2(min)I 32-SDS'/4x3 - 2-%"anchors 24'anchors 5545 3990 - Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Attached members must be designed to resist applied loads. 3. For MGT and VGT application to wood framed wall, provide equivalent anchorage to wood framing to provide resistance to applied load on the MGT or VGT. Provide continuous load path to the foundation. For MGT or VGT application to masonry/concrete wall, provide%'anchor designed by building designer to provide resistance to applied load on the MGT or VGT. Provide continuous load path to foundation. 4. LGT2 lateral loads require installation of optional 4-16d sinkers in triangle fastener holes into top plates. 5. LGT4 lateral loads require installation of optional 7-16d sinkers in triangle fastener holes into top plates. - ' LGT2 Application to Wood Framing LGT2 Application to Masonry A � Z_ Moisture barrier not SboWD - + x Figure 4 Typical LGT2 Application Page 9 of 13 Simpson Strong-Tie is r C aF2 a s Ft Lr. LGT3-SDS2.5 (L6T4-STS3 srani€art Figure 5 Typical LGT3 and LGT4 Application Install a minimum !m tan a of 6-1Od minimum " Halls trod , ,+nails 40d the face 11itl top minimum of 0.10d N own 114 face ^* \ Moisture barrier to a notahown -1GIGT Application to Masonry Typical MGT Figure 6 Installation with HDU4 Typical MGT Application 3_....._� axe_ y;, r a r" r Typical VGTR Single Typical VGT Double Installation with HDU4 Installation with HDU4's Figure 7 Typical VGTNGTR Application Page 10 of 13 Simpson Strong-Tie TABLE 4 HRS ALLOWABLE TENSION LOADS Model No. Ga Nails Allowable Load(1607 FISP ;.. SPF HRS6 12 6-10d 605 525 HRS8 1 12 1 10-10d 1010 880 HRS12 12 14-10d 1415 1230 Notes 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Install half the nails in each end of the strap. pu'' CwE , a mgt. RRSi2 HRS8 HRS8 Figure 8 Typical HRS Strap TABLE 5 MSTCB ALLOWABLE UPLIFTITENSION LOADS Beam;MinimumFasteners 'Allowable Tension Madel Dimensions v Beam Loads 160 No Studs/ Width.: Depth Face;; Bottom Post I}1 SSP SPF MSTC48133 3" 9%" 12-10d 4-10d 38-10d 3930 3380 MSTC66133 1 3%° 11'/4° 14-10d 4440 3820 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Using fewer than 38 nails in the studs/post will reduce the capacity of the connection. To calculate a reduced capacity use 129 lbs. per nail for DFL/SP or 112 lbs. per nail for SPF 3. Nails in studs/post shall be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post. 4. The 3"wide beam may be double 2-by members. 5. MSTC48133 and MSTC66B3 installed over sheathing up to'/"thick will achieve 0.85 of the table loads. -�; 3• .- Mut 2-2x or 4x bin.2-2xa 4x 1 38 Rails Mkt Svnnah lerx�8121' e 38 NOBS 1!5'up from ..4 endotsul • Start nails Min,44 h' 755'upfiom � � + mss` mdNstw `, Figure 9 m+srce6txi roam Flo RdsRegld "d Typical MSTCB Rtn Application MSTC66133 Installation with R'nn Joist MSTC48B3 2W Prtaert Bottom Naas MSTC48B3 installation with no Rim Joist Page 11 of 13 Simpson Strong-Tie TABLE 6 TSP ALLOWABLE LOADS,FASTENERS,AND DIMENSIONS Model Dim.; plate Fasteners Allowable Up"lift Loads(160) No. ._ W L ,Location -:Studs :� Top or Sill Double To Plate`' Single Sil6""Plate Plate "DF/SP1, SPF DFISP SPF- Double Top 9-10dx1'/2" 6-10dx1Yz" 755 650 _ TSP 1%2 7A Plate 6—10d 1015 870 Single Sill 6-10d x1%" 3—10dx 1%2' _ 395 345 Plate 3—10d 395 370 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. TSP connectors achieve different loads depending on whether full length nails or 1%" long nails are used, and whether connector is used to fasten stud to top plates or sill plate. 3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. Large plate washers on anchor bolts can serve this purpose. 4. TSP Southern Pine stud to Southern Pine sill plate, 585 lbs. uplift. TSP SPF stud to Southern Pine sill plate,450 lbs. uplift. ng Typical TSP : . installed to r sill plate Typical TSP installed to : doubled top �= plates Figure 10 Typical TSB Application TABLE 7—DSC2R AND DSC2L DIMENSIONS, FASTENERS AND ALLOWABLE LOADS DF/SP Allowable Loads SPF Allowable Loads L Model No. ' I Fasteners Compression Tension Compression Tension (in.) 160) 160} ' 160) (160) DSC2R-SDS3 16 20-SDS '/<'x3" 2590 3720 1865 2680 DSC2L-SDS3 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. SDS screws minimum penetration is 2%", minimum end distance is 2'/z"and minimum edge distance is%" for full load values. 3. Lag screws will not achieve table loads. 4. Strong-Drive®screws are permitted to be installed through metal truss plates as approved by the Truss Designer, provided the requirements of ANSI/TPI 1-2002 Section 8.10 are met(pre-drilling required through the plate using a maximum of 5/32"bit.) Page 12 of 13 Simpson Strong-Tie . . . .. .. . ....... .. 16" T 3» Figure 11 Typical DSC2 Application 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. r t tJ� �Fv Y A o Ap ech o y�1nc. ;,Jeff y P. eson, P.E. E: 4 � 'January 5; 2009 Page 13 of 13 Simpson Strong-Tie 31.0 ESR-2613 Used for Florida State Wide Product Approval # FL10456 Products on this Report which are approved• Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 H1 10456.5 LTS 12 10456.29 H10 10456.6 LTS16 10456.30 H10-2 10456.7 LTS 18 10456.31 H15 10456.8 LTS20 10456:32 H15-2 10456.9 MTS 12 10456.33 H2 10456.10 MTS 16 10456.34 H2.5 10456.11 MTS18 10456.35 H2.5A 10456.12 MTS20 10456.36 H3 10456.13 MTS30 10456.37 H4 10456.14 RSP4 10456.38 H5 10456.15 RST-1 10456.39 H6 10456.16 RST-2 10456.40 H7Z 10456.17 SP1 10456.41 HGT-2 10456.18 SP2 10456.42 HGT-3 10456.19 SP4 10456.43 HGT-4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456.45 HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 SIMPSON STRONG-TIE COMPANY, INC 5 ES' REPORT TIMESR-2613* Issued February 1, 2008 This report is subject to re-examination in two years. .ICC Evaluation Service, Inc. Business/Regional Office■5360 Workman Mill Road,Whittier,California 90601 ■(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 WWW.ICC-BS.Ot'Q Regional Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION: 06—WOOD AND PLASTICS drawings of installation configurations with designated Section: 06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 SIMPSON STRONG-TIE COMPANY,INC. connector is formed from No. 18 gage galvanized steel. See 5956 WEST LAS POSITAS BOULEVARD Table 2 for required fasteners and allowable loads.See Figure PLEASANTON,CALIFORNIA 94588 2 for a drawing of the HS24 tie and a typical installation detail. (800)925-5099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.strongtie.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusses with lumberoriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No. 18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ■ 2006 International Building Code®(IBC) drawings of the RST-1 tie and a typical installation detail. ■ 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, ■ Other Codes(see Section 8.0) MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams, or wood rim boards. The LTS, MTS, and HTS Structural series twist straps are formed from No. 18,No. 16,and No. 14 gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and The Simpson Strong-Tie hurricane and seismic straps and ties allowable uplift loads when installed with different fastener described in this report are used as wood framing connectors schedules.See Figure 4 for a drawing of an LTS12 twist strap in accordance with Section 2304.9.3 of the IBC.The products and two typical MTS strap installations. may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor tie an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tension tie and is formed R301.1.3 of the IRC. from No. 16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners, and the assigned allowable 3.1 General: uplift load. See Figure 5 for a drawing of the LFTA connector. 3.1.6 FTA Floor Tie Anchors:The FTA floor tie anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized in this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTA5 are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel, and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,and allowable wood rafters orjoists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6, H7Z, H15,and H15-2 anchor tie defining overall length and clear span, and Figure ties are formed from No. 16 gage galvanized steel; the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10, H10A, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steel; and the H4 tie is SPI connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for tie contiguous edge of a wood sill plate, and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See Figures 1 a and 1 b for drawings of the contiguous edge of a wood stud.The SP4, SP6,SP8, SPH4, hurricane ties recognized in this report, and Figure 1c for SPH6,and SPH8 are 1'/,-inch-wide(32 mm)U-shaped straps *Corrected July 2008 REPORTS— are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement ofthe subject of the report ora recommendation for its use.Aere is no warranty bylCC Evaluation Service,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. .wa A...wr raeR.. mmucrw�mw Copyright O 2007 Page 1 of 12 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The bod of the HGT hea fabricated from No. 20 and No. 18 gage galvanized steel, y vy girder tiedown backet is fabricated from ASTM A 1011, respectively.See Table 7 for SP and SPH models,connector yield designation,Grade 33,hot rolled steel with dimensions, required fasteners, and allowable uplift loads. n minimum yield strength f 2, 000 psi (227 MPa) and a min See Figure 7 for drawings of the SP1 and SP2 connector,and imum tensile strength of 52,000 psi (358 of typical stud-to-plate connection details for the SP1, SP2, MPa), and the crescent washers of the HGT bracket are SP4, and SPH4 connectors. fabricated from ASTM A 36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud to either a top or sill plate of a wood framed wall.The RSP4 tie Base-metal thicknesses for the connectors in this report are as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads. See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No. 10 a wood stud to a wood sill plate. 0.1275 No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No. 16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud-to-plate N0'20 0.0335 For SI: finch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653. Some from No. 18 gage galvanized steel. See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hot-dip plate;and a drawing of DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2), total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGT tiedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel, and are supplied with insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads. See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted in 3.2 Materials: Table 7 for the SPH stud plate tie connectors,which permits lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: Unless otherwise noted, the connectors and 0.55; and Table 9 for the SSP and DSP stud-to-plate tie described in this report are fabricated from ASTM A 653, SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43. The lumber used strength, Fr of 33,000 psi(227 MPa)and a minimum tensile with the connectors described in this report must have a strength, F, of 45,000 psi(310 MPa). The FTA floor anchor maximum moisture content of 19 percent (16 percent for ties are fabricated from ASTM A 1011,SS designation,Grade engineered lumber)except as noted in Section 4.1. 33,hot rolled steel with a minimum yield strength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa). The HTS twist straps,the SSP and DSP stud-to-plate in this report, except if noted otherwise in the tables and ties, and the H2.5A hurricane tie are fabricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel with a minimum yield member design,whichever controls. Page 3 of 12 ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTM A 36 or A 307. Nails used for connectors, straps, and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.A copy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(F,,,): times during installation. FASTENERS NAIL NAIL F,. 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official. The calculations must (inch) (inches) be prepared by a registered design professional where 8d x 1'/Z 0.131 1'/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 21/2 100,000 project is to be constructed. 10d x 11/z 1 0.148 1'/2 90,000 10d 0.148 3 90,000 5.3 Adjustment factors noted in Section 4.1 and the For SI:1 inch=25.4 mm. applicable codes must be considered,where applicable. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable. The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 5.6 The FTA series tie anchors are factory-welded connectors manufactured under a quality control 4.1 Design: program with inspections by Professional Service ort are based Industries, Inc. (AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report NA, Inc. (AA-688). on allowable stress design (ASD) and include the load duration factor, Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100°F(37.8°C)or less.When products are installed to wood having a moisture content greater than 19 7.0 IDENTIFICATION percent(16 percent for engineered wood products), or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, Ch,, specified in the NDS. When (Simpson Strong-Tie),the model number, and the number of connectors are installed in wood thatwill experience sustained an index evaluation report (ESR-2523) that is used as an exposure to temperatures exceeding 1001F (37.81C), the identifier for the products recognized in this report. allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA series tie anchors temperature factor, C,, specified in the NDS. manufactured in the United States are identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI), and factory-welded carrying capacity at the connection in accordance with the FTA series tie anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 8.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and In addition to the codes referenced in Section 1.0, the the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ■ 2003 International Residential Code®(2003 IRC) installation of connectors described in this report that are ■ 2000 International Building Code®(2000 IBC) designated as components of the seismic-force-resisting system for a structure in Seismic Design Category C, D, E or ■ 2000 International Residential Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying under Section 1704.1. ■ 1997 Uniform Building Code TM (UBC) 4.3.2 IRC: Special inspections are not required. The products described in this report comply with, or are 5.0 CONDITIONS OF USE suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8,2 Uses: Ties described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 1.0 of this report,subject to the following conditions: Section 2.0 of this report. Page 4 of 12 ESR-2613 8.2.2 UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps and ties are used as wood framing connectors in accordance 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The with Section 2318.4.8 of the UBC. Simpson Strong-Tie products described in this report comply with, or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this use described in Section 5.0 of this report. report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this this report comply with,or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted: 2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. 8.4 Design and Installation: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete See Section 7.0 of this report. Section 4.3 since special inspection is not required. &I Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Quanti -T a lbs NO. Connection Uplift4,s Lateral To Rafter To Plates To Stud s CD=1.33 or C =1.6 Configurations CD=1.33 or CD=1.6 o F, Fz H1 6-8dx1'/2 4-8d — 490 485 165 H10 8-8dx1'/2 8-8dx1'/2 — 995 590 275 H10A 9-10dx1'/2 9-10dx11/2 — 1 1,140 590 285 H10-276:-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 5-8d 5-8d — 3 415 150 150 — 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 HS 4-8d 4-8d — 455 115 200 H4 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'/2 4-10dx1'/2 12-10dx1'/Z 13 1,300 480 — H15-2 I 4-10dx1'/Z 4-10dx1'/2 12-10dx1'/2 1,300 480 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. — 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate:5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown in Figure 1 c(next page)indicate the load directions F,and FZ,and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govem. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. r - 1 . • 1s(+s i ° t 0"a 0 �� lV + Ij • V � �, o 2� 0 9�j5• 0 1h 0.. 16 i She" 14, • H1 H2 H2.5 H2.5A H3 FIGURE 1a-1-11,H2,H2.5,H2.5A,AND H3 HURRICANE TIES Page 6 of 12 ESR-2613 • • 3'h�� 15•�r� "1 • d� • �a SSM �° *� m' ® \<t'.= ) e H4 13V',' 4 ioa' 20V.• '. i, H10A `" .• (1-110 similar) q 0 • 3,h. 414• 63� ' . SK " • s • • Q 0 • • 25• -')" zF ' q K�12' y • • 3• H5 H6 H7Z H10-2 I H15 7• '`� (H15-2 similar) FIGURE 1b—H4,H5,H6,H7Z,H10,H10-2,AND H15 HURRICANE TIES fj 3=. 1 i H1 Installation H2 Installation (1-110,H10A,H10-2 similar) (Allowable Uplift Load Only) a ! 8 r2 so H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (H2.5 similar) (Nails into upper top plate) (H2.5A,H3,H5 similar) Usea mhinp m otnro86 miis 9M side of 1h=— i7opllaur 8d Mit ao Pitch 0:12 } to 7:12 F1 ! H6 Stud to H6 Stud to d� gr a Double Top Band 12 Plate 12 Joist 13 W�s� 13 Installation Installation maa H7Z Installation H15 Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE MODEL FASTENERS'(Quantity-Type) ALLOWABLE LOADS(lbs)where Co=1.33 or Co=1.6 NO. To Rafter or Truss To Double Top Plate Upliftz Latera 13.4,1 F, F2 HS24 8-8dx1'/2 8 2-8d(slant) 8-8d 605 645 1,025 8-8dx11/2 8-8d 605 590 640 For SI:1 inch=25.4 mm, 1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends ofjoists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. HS24 Dimensions 3q 2% HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS NO. DIMENSIONS in Quant!t —Type) ALLOWABLE UPLIFT LOADS'.2(lbs) (W) (L) To Rafter or Truss To Stud CD=1.33 or Co=1.6 RST-1 11/2 12'/2 1-10dx1'/2 10-10dx11/2 550 RST-2 3'/e 11'1/16 2-10dx1'/2 12-10dx1'/2 550 For SI:1 inch=25.4 mm, 1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). � I m OB NO 44v09 d99 1 0 m e � e• e •• o • el • 0 0 0 0 0 0 RST-1 (RST-2 similar) RST-1 Installation FIGURE 3—RST HURRICANE TIE (1104 Page 8 of 12 ESR-2613 TABLE 4—LTS,MTS,AND HIS TWIST STRAPS TWIST STRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS2''(lbs) MODEL STRAP NO. (in)LENGTH SERIESWhen Installed When Installed When Installed with When Installed with with 10d with 10dx1'12 10d Common Nails 10dx1'/2 Common Nails Common Nails Common Nails Co=1.33 or CD=1.6 CD=1.33 CD=1.6 LTS12 12 LTS4LT18 LTS16 16 12 12 775 720 720 S18 LTS20 20 MTS 22 12 MTS 66 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS 16 16 16 16 1,260 1,005 1,150 HTS20 20 HTSS HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm, 1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 1'TYp- r - L +rte r r s 1H'%4 LTS12 Typical MTS Installation- Typical MTS Installation- (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS 4�J Page 9 of 12 ESR-2613 TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERS' ALLOWABLE TENSION LOAD 3.4(lbs) MODEL NO. Strap Width Clear Span Overall Length L (Quantity-Type) Co=1.33 or CD=1.6 LFTA 2% 1 17 384/8 16-10d Common 1,205 For SI:1 inch=;40.4 mm, 1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. a O O a ro O O FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE 6b—FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) TABLE 6—FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS4'8(lbs) DIMENSIONS MODEL (in) FASTENERS"' When Lumber Thickness,t.,=(inches) NO. Tie Clear Overall (Quantity-Type) 11h 2 2'/2 3 3% Strap Span Length Where Cc)= Width 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 37 FTA' 3 17 '/2 4-5/a"dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTAS 3'/2 17 45'/2 4-'/4"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 1 3'/2 1 17 1 56 6-7/8"dia.M.B. 13,095'1-3,7151-4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI:1 inch=25.4 mm, 1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 4'/8 inches,i.e.,seven times the bolt diameter(70). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard B18.2.1. 3.A washer,not less than a standard cut washer,is required on the lumber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS'' CONNECTOR MODEL DIMENSIONS in) (Quantity-Type) s SERIES NO. CD 1.33 CD=1.6 (W) (L) To Stud To Plate S.G.=0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55 SP1 — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 39!6 71/ 6-10dx1'/2 — 735 735 885 885 ' 6-16dx2'/ Sp z — 800 800 930 930 SP6 59/ 73/ 6-10dx1'/2 — 735 735 885 885 is 4 6-16dx2'/ — z 800 800 930 930 SP8 75/16 85/1s 6-10dx1'/2 — 735 735 885 885 6-16dx2'/z — 800 800 930 930 SPH4 39/,s 83/4 10-10dx1'/z — — 1,240 — 1,240 12-10dx1'/2 — 1,360 1,490 1,360 1,490 SPH SPH6 59/,s 91/4 10-10dx1'/z — — 1,240 — 1,240 12-10dx1'/z — 1,360 1,490 1,360 1,490 SPI-18 75/,e 83/a 10-10dx1'/2 — — 1,240 — 1,240 12-10dx1'/z — 1,360 1,490 1,360 1,490 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 1.For Models SP1 and SP2,one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30°with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir–larch,and 0.55,such as southern pine. a O 5yic' a;� e SP1 Installation: SP2 Installation: SPI Nailing Profile SP1/SP2 Stud to Sill Plate Stud to Double Top Plate 01M L ' i J. 1 O I C&I'W Mails Each Side of Stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7—SP AND SPH STUD PLATE TIES Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS ALLOWABLE LOADSZ'' Ibs where Co=1.33 or C°=1.6 MODEL Quanti -Type) ( ) NO. To Stud To Plate Connection Configuration° Uplift Laterals F, FZ RSP4 4-8dx1'/z 4-8dx1'/2 Stud to Double Top Plate 450 210 250 Stud to Sill Plate 315 210 250 For SI:1 inch=25.4 mm, 1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. F1 4 O O � O O l I SEs O O (IE E 1 4 . `�LI v a vv 11, 4h. 0 a v U 0 ° A - Ij Figure 8a-RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS (,bs) MODELQuantit -T a _,___ Where Co=1.33 or Co=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-10dx1'/2 3-10dx1'/z — 350 — — SSP — 1-10dx1'/z — 420 325 4-10d 3-10d — 435 — — 1-10d — 455 420 8-10dx1'/2 6--10dx1 /2 — 775 — — DSP — 2-10dx1'/2 — 660 545 8-10d 6-10d — 825 — — 2-10d — 825 600 For SI:1 inch=25.4 mm, 1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. 5. E I(,"e � • E Ij ' 1 SSP Installation: DSP Installation: SSP DSP Single Stud to Sill Plate Double Stud to Double Top Plate FIGURE 9—SSP/DSP STUD PLATE TIES Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS'.2 HGT DISTANCE BETWEEN as CONNECTOR FASTENERS ALLOWABLE UPLIFT MODEL O. WIDTH ANCHOR RODS (Quantity-Type) LOADS" on center (W) ( ) Where Co=1.33 or Ca=1,6 r (in.) (inches) Anchor Rod•e (lbs)To Multi-ply Truss HGT-2 35/,6 53/4 2--N8"Dia. 16-10d 10,980 HGT-3 4"/,, 7/8 2–/6"Dia. 16-10d 10,530 HGT-4 69/18 9 2-5/a"Dia. 16-10d 9,520 For SI:1 inch=25.4mm, 1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14°)to maximum 8:12(34°)and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govem. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 5/8-inch washers must be installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBP5/8 washers are available from Simpson Strong-Tie Company,and are 2-inch square by 9/64- inch thick galvanized steel washers with a center bolt hole to accommodate a 5/e-inch diameter threaded bolt/rod. Install two LOPW washers an tap of each crescent washer (totai four es washers)for woos installation.Ari washers and crescent washers are required. Crecsenl washers are supplied. Crescent washer supplied and required a ! 114` 21s; Washer not t� requireC HGT-2 (HGT-3 and HGT-4 similar) Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie vertically aligned wood post/column. The design of (Not covered in this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column is outside the scope of this report. FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR 4 R��OR1.TM ESR-2613 Supplement E_45 Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office■5360 Workman Mill Road,Whittier,Calilbmia 90601 ■(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 WWW.ICC-eS.®rg Regional Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG-TIE COMPANY,INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON,CALIFORNIA 94588 (800)925-5099 www.stroncitle.com EVALUATION SUBJECT: SIMPSON STRONG-TIE HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report comply with the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building, has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master evaluation report issued on February 1, 2008. REPORTS— are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement ofthe subject ofthe report ora recommendation for its use.There is no warranty by1CCEvaluation Service,Inc.,express or implied,as to anyftnding or other matter in this report,or as to any product covered by the report. aq A-ftW n.v.. metier Copyright 0 2008 Page 1 of 1 ESR-2606 Used for Florida State Wide Product Approval # FL10446 Products on this Report which are approved• Product FL# A21 10446.1 A23 10446.2 A34 10446.3 A35 10446.4 FC4 10446.5 FC6 10446.6 GA1 10446.7 GA2 10446.8 HH4 10446.9 HH6 10446.10 L30 10446.11 L50 10446.12 L70 10446.13 L90 10446.14 LS30 10446.15 LS50 10446.16 LS70 10446.17 LS90 10446.18 LTP4 10446.19 Z4 10446.20 Z44 10446.21 Z6 10446.22 t"A ■ i II U I' SIMPSON STRONG-TIE COMPANY, INC F' REPORT T114 ESR-2606 Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office#5360 Workman Mill Road,Whittier,California 90601#(562)699.0543 Regional Office#900 Montclair Road,Suite A,Birmingham,Alabama 35213 #(205)599-9800 WWW.i cc-es,org Regional Office#4051 West Flossmoor Road,Country Gub Hills,Illinois 60478#(708)799-2305 DIVISION: 06—WOOD AND PLASTICS slots or bend lines. See Table 2 for angle dimensions, Section:06090—Wood and Plastics Fastenings fastener schedules, and allowable loads. See Figure 2 for illustrations of framing configurations with the A34 and A35 REPORT HOLDER: angles. SIMPSON STRONG-TIE COMPANY,INC. 3.1.3 LTP4 Lateral Tie Plate: 5956 WEST LAS POSITAS BOULEVARD The LTP4 lateral tie plate is formed from No. 20 gage PLEASANTON, CALIFORNIA 94588 galvanized steel. See Table 3 for fastener schedules and (800)925-5099 allowable loads. See Figure 3 for dimensions of the LTP4 www.strongtie.com connector and a drawing of the LTP4 used as a top plate-to- rim joist connections. EVALUATION SUBJECT: 3.1.4 FC Series Framing Clips: SIMPSON STRONG-TIE STRUCTURAL ANGLES, CLIPS, The FC series framing clips are formed from No. 16 gage AND PLATES FOR WOOD FRAMING galvanized steel. See Table 4 for clip model numbers, clip dimensions, fastener schedules, and allowable loads. See 1.0 EVALUATION SCOPE Figure 4 for clip dimensions and a drawing of FC framing clips used as an alternative to cripple studs for headers and used Compliance with the following codes: to connect a wood post to a wood sill plate. # 2006 International Building Code®(IBC) 3.1.5 HH Series Header Hangers: # 2006 International Residential Code®(IRC) The HH series header hangers are formed from No. 16 gage. # Other Codes(see Section 8.0) galvanized steel. See Table 5 for hanger model numbers, hanger dimensions,fastener schedules,and allowable loads. Properties evaluated: See Figure 5 for hanger dimensions and a drawing of an HH Structural hanger connecting a wood door header to jambs. 2.0 USES 3.1.6 GA Series Gusset Angles: The Simpson Strong-Tie structural angles, clips, and plates The GA series gusset angles are formed from No. 18 gage described in this report are used as wood-to-wood connectors galvanized steelSee Table r for gusset angle model ) in accordance with Section 2304.9.3 of the IBC.The angles, numbers, angle length, fastener schedules, and allowable loads. See Figure 6 for a drawing of a GA angle connecting clips, and plates may also be used in structures regulated under the IRC when an engineered design is submitted in a joist to a header. accordance with Section R301.1.3 of the IRC. 3.1.7 L Series Reinforcing Angles: 3.0 DESCRIPTION The L series reinforcing angles are formed from No. 16 gage 3.1 General: galvanized steel. See Table 7 for angle model numbers, angle length, fastener schedules, and allowable loads. See The angles,clips,and plates described in this report are used Figure 7 for angle dimensions and a drawing of an L angle as wood-to-wood connections in structural systems that have connecting a joist to a header. been designed to transfer loads from their point of origin to 3.1.8 LS Series Skewable Angles: load-resisting elements. 3.1.1 A Series Angles: The LS series skewable angles are formed from No.18 gage galvanized steel. The angle is fabricated to assist field The A series angles are formed from No. 18 gage galvanized adjustment from zero degrees up to a 135-degree bend.See steel. See Table 1 for angle model numbers, angle Table 8 for angle model numbers, angle length, fastener dimensions, fastener schedules, and allowable loads. See schedules, and allowable loads. See Figure 8 for angle Figure 1 for a drawing of A series angles connecting a wood dimensions and a drawing of an LS angle connecting a post to a wood sill plate. skewed joist to a header. 3.1.2 A34 and A35 Framing Angles: 3.1.9 Z Series Panel Stiffener Clips: The A34 and A35 framing angles are formed from No. 18 The Z series stiffener clips are formed from No. 12 gage gage galvanized steel. The A35 angle has slots and bend galvanized steel.The Z clips are used to support nominally 2- lines to permitfield adjustments of the legs for two-and three- by-4 or 2-by-6 wood blocking between joists or trusses that way tied connections.The A34 is an equal leg angle without provide solid backing for ceiling panel material. See Table 9 R--PORTS- are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an or its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any endorsement of the subject of the report or a recommendation f finding or other matter in this report,or as to any product covered by the report. noaiaaamuna Copyright©2007 Page 1 of 9 � Z Page 2 of 9 ESR-2606 for Z clip model numbers, clip dimensions, fastener 4.0 DESIGN AND INSTALLATION schedules, and allowable loads. See Figure 9 for Z clip dimensions and an illustration of Z clips supporting wood 4.1 Design: blocking for ceiling panels. The tabulated allowable loads shown in this report are based 3.2 Materials: on allowable stress design (ASD) and include the load 3.2.1 Steel:The angles, clips,and plates described in this duration factor, Co, corresponding with the applicable loads report are manufactured from galvanized steel in accordance in accordance with the NDS. with ASTM A 653,SS designation,Grade 33,with a minimum Tabulated allowable loads apply to products connected to yield strength, FY, of 33,000 psi (227 MPa) and a minimum wood used under dry conditions and where sustained tensile strength, F., of 45,000 psi (310 MPa). Base-metal temperatures are 100°F(37.8°C)or less.When products are thicknesses for the connectors in this report are as follows: installed to wood having a moisture content greater than 19 NOMINAL THICKNESS MINIMUM BASE-METAL percent(16 percent for engineered wood products),or where (incheIC THICKNESS(inch) wet service is expected,the allowable loads must be adjusted by the wet service factor, C,, specified in the NDS. When No. 12 0.0975 connectors are installed in wood that will experience No. 16 0.0555 sustained exposure to temperatures exceeding 100°F No. 18 0.0445 (37.8°C),the allowable loads in this report must be adjusted No.20 0.0335 by the temperature factor, C,,specified in the NDS. For SI: 1 inch=25.4 mm. Connected wood members must be analyzed for load- The connectors have a minimum G90 zinc coating carrying capacity at the connection in accordance with the specification in accordance with ASTM A 653.Some models NDS. (designated with a model number ending with Z)are available 4.2 Installation: with a G185 zinc coating specification in accordance with ASTM A 653.Some models(designated with a model number Installation of the connectors must be in accordance with this ending with HDG)are available with a hot-dip galvanization, evaluation report and the manufacturer's published also known as "batch" galvanization, in accordance with installation instructions.In the event of a conflict between this ASTM A 123,with a minimum specified coating weight of 2.0 report and the manufacturer's published installation ounces of zinc per square foot of surface area (600 g/m2), instructions,this report governs. total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown 4.3 Special Inspection: applies.The lumber treater or holder of this report(Simpson Strong-Tie Company) should be contacted for 4.3.1 IBC: Periodic special inspection is required for recommendations on minimum corrosion resistance of steel installation of connectors described in this report that are connectors in contact with the specific proprietary designated as components of a seismic-force-resisting preservative treated or fire retardant treated lumber. system for a structure in Seismic Design Category C, D, E or F in accordance with Section 1707.3 or 1707.4, with the 3.2.2 Wood: Wood members which the connectors are exception of those structures that qualify under Section used must be either sawn lumber or engineered lumber 1704.1. having a minimum specific gravity of 0.50 (minimum equivalent specific gravityof 0.50 for engineered lumber),and 4.3.2 IRC:Special inspections are not required. having a maximum moisture content of 19 percent (16 5.0 CONDITIONS OF USE percent for engineered lumber) except as noted in Section 4.1.The thickness of the wood main member must be equal The Simpson Strong-Tie structural angles, clips, and plates to or greater than the length of the fasteners specified in the described in this report comply with, or are suitable tables in this report,or as required by wood member design, alternatives to what is specified in, those codes listed in whichever is greater. Section 1.0 of this report,subject to the following conditions: 3.2.3 Fasteners:Nails used for connectors described in this 5.1 The connectors must be manufactured, identified and report must comply with ASTM F 1667 and have the following installed in accordance with this report and the minimum fastener dimensions and bending yield strengths manufacturer's published installation instructions. A (Fyb): copy of the instructions must be available at the jobsite COMMON SHANK NAIL LENGTH Fyb at all times during installation. NAIL DIAMETER (inches) (psi) 5.2 Calculations showing compliance with this report must (inch) be submitted to the code official.The calculations must 8d x 11/Z 0.131 1'/2 100,000 be prepared by a registered design professional where 10d X 1'/Z 0.148 1'/Z 90,000 required by the statues of the jurisdiction in which the 10d 0.148 3 1 90,000 project is to be constructed 16d 0.162 31/ 90,000 5.3 Adjustment factors noted in Section 4.1 and the For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. applicable codes must be considered,where applicable. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable.The lumber treater or this report holder(Simpson Strong-Tie Company) 5.5 Use of connectors with preservative treated or fire should be contacted for recommendations on minimum retardant treated lumber must be in accordance with corrosion resistance of fasteners and connection capacities Section 3.2.1 of this report. Use of fasteners with of fasteners used with the specific proprietary preservative preservative treated or fire retardant treated lumber treated or fire retardant treated lumber. must be in accordance with Section 3.2.3 of this report. �3 Page 3 of 9 ESR-2606 6.0 EVIDENCE SUBMITTED 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this Data in accordance with the ICC-ES Acceptance Criteria for report,except modify Section 3.2.3 of this report to reference Joist Hangers and Similar Devices (AC13), dated October Section R323.3 of the IRC. 2006(corrected March 2007). 8.3.3 UBC:See Section 3.0 of this report,except modify the 7.0 IDENTIFICATION first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated The products described in this report are identified with a die- or fire retardant treated lumber must,as a minimum,comply stamped label indicating the name of the manufacturer with UBC Section 2304.3. (Simpson Strong-Tie),the model number,and the number of an index evaluation report ESR-2523) that is used as an 8.4 Design and Installation: identifier for the products recognized in this report. 8,4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See 8.0 OTHER CODES Section 4.0 of this report. 8.1 Evaluation Scope: 8.4.2 UBC:The same as Section 4.0 of this report,except In addition to the codes referenced in Section 1.0, the delete Section 4.3 since special inspection is not required. products in this report were evaluated for compliance with the 8.5 Conditions of Use: requirements of the following codes: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The # 2003 International Building Code®(2003 IBC) Simpson Strong-Tie products described in this report comply # 2003 International Residential Code®(2003 IRC) with,or are suitable alternatives to what is specified in,those ® codes listed in Section 8.0,subject to the same conditions of # 2000 International Building Code (2000 IBC) use indicated in Section 5.0 of this report. # 2000 International Residential Code®(2000 IRC) 8.5.2 UBC:The Simpson Strong-Tie products described in # 1997 Uniform Building Code T"" (UBC) this report comply with,or are suitable alternatives to what is The products described in this report comply with, or are specified in,the UBC, subject to the same conditions of use suitable alternatives to what is specified in, the codes listed indicated in Section 5.0 of this report, except the last sentence of Section contact is replaced with the following: above,subject to the provisions of Sections 8.2 through 8.7. Fasteners used in contact with preservative treated or fire 8.2 Uses: retardant treated lumber must, as a minimum, comply with 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See UBC Section 2304.3. Section 2.0 of this report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC, 8.2.2 UBC: Replace the information in Section 2.0 with the 2000 IRC,and UBC: following: Simpson Strong-Tie structural angles, clips, and See Section 6.0 of this report. plates are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3 Description: IRC,and UBC: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this See Section 7.0 of this report. report. Page 4 of 9 ESR 2606 ANGLE TABLE 1—ALLOWABLE LOADS FOR THE A ANGLES DIMENSIONS' (Quantity-Type Qanty-ENTR ALLOWABLE LOADS2,3,°,s,6(Ibs) MODEL in yp ) NO. Supporting Supported F,where CD= FZ where CD= L W, W2 Member Member 1.33 1.33 (Base) (Post) 1.0 1.15 1.25 or 1.0 1.15 1.25 or 1.6 1.6 A21 13/e 2 02 2-10dx1'/z 2-10dx1'/z 180 210 230 245 175 175 175 175 A23 23/a 2 11/2 4-10dx1'/2 4-10dx1Y2 365 1 420 455 1 485 365 420 455 485 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1. Refer to Figure 1 for definitions of angle dimension nomenclature(L,W1,W2)and allowable load directions(F,and F2). 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3. F,and F2 loads cannot be combined. 4.The F,allowable loads are for one connector.When angles are installed on each side of wood member,the minimum member thickness must be 3 inches. 5.The F2 allowable loads apply only when the connectors are used in pairs. 6.Allowable loads under CD=1.33 or 1.6 columns have been increased for wind or earthquake loading.No further increase is allowed. L F� F a a W1 A21 FIGURE 1—A21 AND A23 ANGLE INSTALLATION DETAIL Page 5 of 9 ESR 2606 TABLE 2—ALLOWABLE LOADS FOR A34 AND A35 FRAMING CONNECTORS FASTENERS(Quantity-Type) ALLOWABLE LOADS"4'5 (Ibs) MODEL NO. CONNECTION LOAD Joist Header/Plate CONFIGURATION' DIRECTIONZ CD=1.0 CD=1.15 CD=1.33 CD=1.6 A34 4-8dx1'/2 4-8dx1'/z See A34 Framing F, 345 365 365 Illustration F2(6) 280 280 280 A, 260 295 320 3-8dx1'/2 6-8dx1'/: 2 E 260 295 320 C, 170 170 170 A35 A2 260 295 320 6-8dxl%2 6-8dx1'/2 3 C2 260 295 315 D 150 150 150 6-8dx1'/2 6-8dx1'/2 4 F, 450 450 450 For SI: finch=25.4 mm, 1 Ibs=-4'.45 N. F2�-) 515 595 645 1. Some illustrations show connections that could cause cross-grain tension or bending of the wood during loading if not reinforced sufficiently. In this case,mechanical reinforcement should be considered. 2. Refer to the illustrations in Figure 2 for definitions of load directions(A,,A2,C,,C2,D,E,F,,F2)- 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Allowable loads are for one anchor.When anchors are installed on each side of the joist,the minimum joist thickness is 3 inches. 5.Allowable loads under CD=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed. Allowable loads must be reduced when other load durations govern. 6.Connectors are required on both sides of joist to achieve F2 loads in both directions. �irft�17/le e + Y A34 Framing Connection e �2 e tA a a 4ZA 22 3 A35 e � e s ® 01A.1 e A �a � •• A35 Framing Connections F2 4 A35 FIGURE 2—A34 AND A35 FRAMING CONNECTORS Page 6 of 9 ESR 2606 TABLE 3—ALLOWABLE LOADS FOR THE LTP4 FRAMING CONNECTOR MODEL FASTENERS(Quantity-Type) DIRECTION ALLOWABLE LOADS'.2(Ibs) NO. Plates Rim Joist OF LOAD Co=1.0 Co=1.15 Co=1.25 Co=1.33 or BlockingCD=1.6 LTP4 6-8dx11/2 6-8dx1'/2 G 515 590 645 685 6-8dx1'/2 6-8dx1'/2 H 515 590 645 685 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.The LTP4 may be installed over wood-based structural sheathing(as shown in Figure 3)having a maximum thickness of inch without adversely affecting the tabulated allowable loads. • o L74 c a r 41/ ptaj&191iE`� Q ® � a s LTP4 attaching Top Plates to LTP4 Dimensions LTP4 Installed over Rim Joist Sheathing FIGURE 3—LTP4 FRAMING CONNECTOR TABLE 4—ALLOWABLE LOADS FOR THE FC FRAMING CONNECTORS"" ALLOWABLE DOWNLOAD,F, Where MODEL NO. CONNECTOR WIDTH(W) FASTENERS CD=1:0 (in) (Quantity-Type) CD=1.15 CD=1.25 lbs. FC4 39/is 8-16d 800 FC6 5'/2 10-16d 920 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2. Minimum thickness of the supporting member(post)must be 21/2 inches to achieve the table load value(similar to Figure 5). 3.Loads may not be increased for short-term loading. Fi e • FC Connector Dimensions Typical FC Connector Installation FIGURE 4—FC CLIPS Page 7 of 9 ESR 2606 TABLE 5—ALLOWABLE LOADS FOR THE HH HEADER HANGERS DIMENSIONS' ALLOWABLE LOADS HANGER FASTENERS z'3'4'5 MODEL in (Quantity-Type) (lbs) NO. W H Stud Header F,where Co= FZ where Co= F3 where Co= 1.0 1.25 1.0 1.33 or 1.6 1.0 1.33 or 1.6 HH4 39/,8 2'/e 9-16d 4-16d 1,195 1,495 530 710 530 710 Hi 6 5'/2 51/4 12-16d 6-16d 1,595 1,995 800 1,065 800 1,065 For Si: 1 inch=25.4 mm, 1 lbs=4.45 N. 1. Refer to Figure 5 for definitions of angle dimension nomenclature(W and H). 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Allowable F2 and F3 loads under CD=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 4.Duration of load increase for F,direction may not exceed 25 percent. 5.Minimum lumber thickness must be 2Y:inches to achieve tabulated allowable load values. i 3" W �` F1 s H ' O F o � � a e HH4 Hanger Dimensions Typical HH Installation Allowable Load Directions FIGURE 5—HH HEADER HANGERS �U Page 8 of 9 ESR 2606 TABLE 6-ALLOWABLE LOADS FOR THE GA ANGLES ANGLE ALLOWABLE LOADS1'2''(lbs) MODEL LENGTH FASTENERS F,where CD= F2 where Co= NO. (L) (Quantity-Type) 1.33 1 1.33 (inches) 1.07 inches) 1.0 1.15 1.25 or 1.0 1.15 1.25 or 1.6 1.6 GA1 23/4 4-10d 185 185 185 185 220(4) 260(4) 280(41 300(4 GA2 1 314 1 6-10d 335(a) 304) 415(4) 450(a) 335 ai 385ia� 420�a� 450ia� For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.Allowable F,and F2 loads under CD=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3.Connectors are required on both sides to achieve F2 loads in both directions. 4. 10dx1'/2-inch-long nails may be used provided the tabulated allowable loads are multiplied by 0.81,except for the GA1 angles in the F,direction, which must be limited to 185 lbs for all load durations. ( �..�P m E � L o 0 I Typical GA Installation GA1 FIGURE 6-GA ANGLES TABLE 7-ALLOWABLE LOADS FOR THE L REINFORCING ANGLES ANGLE ALLOWABLE LOADS'2,3,4(Ibs) MODEL LENGTH FASTENERS F,where Co= F2 where Co= NO. (L) (Quantity-Type) 1.33 1.33 (inches) 1.0 1.15 1.25 or 1.0 1.15 1.25 or 1.6 1 1.6 L30 3 4-10d 220 240 240 240 220 255 280 295 L50 5 6-10d 335 385 415 445 335 385 415 445 L70 7 8-10d 445 510 555 565 445 510 555 565 L90 9 10-10d 555 640 6951 740 555 640 695 740 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2. Allowable F,and F2 loads under Co=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3.Minimum lumber thickness must be 21/2 inches to achieve the tabulated allowable load values. 4. 10dx1'/z nails may be used provided the tabulated allowable loads are multiplied by 0.81. 5.Connectors are required on both sides to achieve F2 loads in both directions. L30F Lm L80 L Angle Typical L50 Installation and Allowable Load Directions FIGURE 7-L REINFORCING ANGLES Page 9 of 9 ESR 2606 TABLE 8—ALLOWABLE LOADS FOR THE LS REINFORCING ANGLES ANGLE FASTENERS ALLOWABLE LOAD PARALLEL TO LENGTH OF ANGLE''z(lbs) MODEL NO. LENGTHin ( ) (Quantity-Size) CD=1.0 CD=1.15 Co=1.25 CD=1.33 = LS30 3/e 6-10d 335 385 1.6 395 Co 395 LS50 4'1, 8-10d 450 520 560 600 LS70 _6-7/_e 1 10-10d 560 645 665 665 LS90 7/e 1 12-10d 670 770 840 890 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.The tabulated allowable loads are for a single connector. MZIZ,4,� LS30 Load Direction Beed ene b[o hl.I--- 45 Load LS Angle Dimensions Allowable Bend Angles LS Angle Installed FIGURE 8—LS REINFORCING ANGLE TABLE 9—ALLOWABLE LOADS FOR THE Z CLIPS CLIP DIMENSIONS FASTENERS ALLOWABLE DOWNLOAD m Where MODEL CD=1.0 NO. W H B TF Top Seat CD=1.15 CD=1.25 lbs. Z4 1'/z 3'/2 21/e 1 3/4 1 -16d 1 -16d 465 Z6 1'/z 53/8 2 1 '/e 1 -16d 1 -16d 485 L.Z44 1 2'/2 1 3'/2 1 2 1 3/8 2-16d 2-16d 865 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 1.Refer to Figure 9 for definitions of clip dimension nomenclature(W,H,B,TF). 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Compression perpendicular-to-grain capacity for the joists bearing on the clips must be verified and must not exceed the allowable loads noted in the table. 0101, I 0 ; FIGURE 9—Z CLIPS SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved• Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473_.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 I SIMPSON STRONG-TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/904/821-5200 ! 1 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie 02 Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%4X2'/4"Titen Masonry Screws for a masonry wall, or%X1'/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%4X2%" Titen Masonry Screws for a masonry wall, or%4X13/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'%z" SDS screws (provided with the part), and fastens to the wall with either%x2%" Titen Masonry Screws for a masonry wall, or%X13/" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %4 X 1%2" SDS screws (provided with the part), and fastens to the wall with '/4X2%4' Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 0 Simpson Strong-Tie �3 fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dX1'/2 nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/8"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1%" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dX11/2" nails. They are embedded in the masonry or concrete wall to a depth of 4%2 inches. The strap portion of the anchor is 1'/8"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%"wide for use on 1%" and larger members. They are installed with 10d common nails to the wood and either '/4X2%4°Titen Masonry Screws to masonry, or%4X13/" Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%4X2'/4" Titen Masonry Screws to masonry, or%4X13/" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDS%"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie %" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the samediameter as the anchor into the masonry or concrete. Holes should be %2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed %" drill and a'/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie r/J 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi rMortar ASTM C270 Type S 1800 psi or by proportions) lGrout ASTM C476 2000 psi or by pri ortions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02, 2/8/04 02-3861, 04-4675 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02, 2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Building Code Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS _.! Fasteners a Uplift Lo Modet " Length; Allowable "ads f60 No. Ga CMU Concrete Southern Truss/Rafter , " den) (Titen) - - Tlt Pl�e/Douglas Ftr Spruce Pine Fire Larch MTSM16 16 16 7-10d 4-'/4x2'/4 4 %4x13/4 875 755 a• MTSM20 16 20 7-10d 4-%4x2%4 4-%4x13/. 875 755 HTSM16 14 16 8-10d 4-%4x2''/4 4-'/ax13/a 1175 1010 HTSM20 14 20 10-10d 4-%4x2'/4 4-'/4x13/4 1175 1010 HM9z 18 - 4-SDS'/4X1'/z 5-'/4x2'/4 5-'/4x13/4 805 690 Notes: ' 14 - 4-SDS%4X1% 4-'/4x2'/4 4-%4x2%4 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 Y-"must be used when framing anchors are installed on each side of the joist or truss. r HGAM10 HM9 �t 4 _ F2 Moisture baffler not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS tlpuft .Lateral L6ads Model No_ GaH t Pty So 0' Model ar 3 Ply So.,Pine Truss ��B�tb �� , s ;_ Fasteners. =Load� �;:Fasterwers- Load' META12 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dx1'/= 1450 6-16d 1450 340 725 META16 12 7-10dx1'/2 1450 6-16d 1450 340 725 META18 14 7-10dx1Yz 1450 6-16d 1450 340 725 META20 18 16 6-10dx1'/ 1270 5-16d 1245 340 725 7-10dx1'/z 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dx1'/z 1450 6-16d 1450 340 725 META40 36 7-10dx1'/� 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/� 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'/: 1810 8-16d 1810 340 725 HETA20 16 16 8-10dx1Y. 1735 7-16d 1780 340 725 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'/a 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'/ 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1Yz 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1'/� 2235 9-16d 2235 3406 815 HHETA20 14 16 9-10dx1Yz 2010 8-16d 2080 3406 815 10-10dx1'/. 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'/: 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1Y 2235 9-16d 2235 3406 815 HETAL12 7 10-10dx1'/2 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1'/2 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'/z 1810 13-16d 1810 415 1100 LTA1 18 3'/e 12-10dx1'/Z 1420 12-10dx1'/i 1420 485 1425 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/."fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Moisture barrier not Sh M 1 F Typical META .:• Installed with TSS Figure 4 Figure 5 Pao META/HETA/HHETA Tvpical Installation LTA1 Typical Installation Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS UplifC.�oads. Lateral,Loads,s< Mod,el No. 4ty ' Application 1 Ply Southern 2&3 Ply Southern F� Fz' in Truss -Pine truss (parallel ' (perpen. Fasfeners' = triad.' ;FasYe ,a ': nefs to wall tow Y DETAL20 1 CMU 18-10dX1'/z 2480 - 20006 1370 T Concrete 18-10dx1'/z 2480 - - 2000 1505 META 2 CMU 10-10dx1'/z 1985 14-16d 1900 1210 1160 Concrete 10-10dx1%z 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dX1'/z 2035 12-16d 2500 1225 1520 Concrete 10-10dx1112 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1%2 2035 12-16d 2500 1225 t 1520 Concrete 10-10dx1% 2035 14-16d 3350 1225 1 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32"in the F, direction. Typical Installation with two METAS 15 Rebu T Figure 6 DETAIL and Double META/HETA/HHETA Application Page 9of13 Simpson Strong-Tie �D TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dtmensibns Simpson Strang-Tie DF/SP SPF: Model No.,, G6." triefies Ti>•en Screws 1 fife ;;' 160 W L :.CMU" ' Concrete; Nails "'. ,,Load Nails Load MSTAM24 18 1%4 24 5-%4x2%4 5-%4X13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-%x2% 8-%4x13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-1/4x2% 14-'/4x13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16—F 3 59'/ 14-%x2%4 I 14-%4x1'/4 196-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/2"for Titen Masonry Screws. 3. Minimum f,,= 1500 psi and minimum fc,=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. !yW T ham' R �0, 3. n5 a a a T 14' a a 3. Typical MSTAM36 MSTAM36 MSTCM40 Installation. Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie � l TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS F"asteners: AfloWable Model No Qty ''Fo Btock and To.Tru tlpgft Load concrete.Wal�L` ss (160), . FGTR 1 2-Titen HD '/2x5" 18-SDS1/4x3 50006 2 4-Titen HD'/2x5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD 1/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD 1/2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD /x5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. K FGTRHL TWO FGTRE FGTR FGTR t p• rRUSS � SHOULD BE SET a' BACK FGTRE J� J.. FGTRHLTOPWEW Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie Gi 2 TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions(in.). " Fasteners „; '"s" 'Atlowable Laads(lbs.) ACa Ca ` CMU/Concrete orst U lift Download(DF/SPILUI=IPSULSL� Model " W HB Titers HD SDS Screws CMU - = Concrete a (1160} (100/115/125) DOUBLE 2x SIZES LGUM 26-2 12 3'/16 5 1 4 1 4-'/e" x 4" 4-'/<"x2'/2" 1 1430 1 5595 LGUM 28-2 12 3 /is 7 1 4 6-'/a" x 4" 6- /a"x2%" 2435 8250 LGUM 210-2 8-'/a" x 4" 8-Wx2'/s" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5%a 5% 4 4-%" x 4" 4-+/1'x2'/z" 1430 5610 LGUM 28-3 12 5% 7% 4 6-%" x 4" 6-%x2%" 2435 8290 LGUM 210-3 12 5 Y. 9% 4 8-%" x 4" 8-'/<"x2'W 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /is 5 01ir 4 4-%" x 4" 1 4-%4"x2'/i" 1430 5625 LGUM 28-4 12 6 /is 70/16 4 6-%' x 4" 6-'/1'x2'/z" 2435 8335 LGUM 210-4 L 12j 6 /is 8-'/."x2'/z" 3575 9860 4x SIZES LGUM 46 12 1 3% 4 Ya 4 4-%" x 4" 4-''/4"x2%2" 1430 5600 LGUM 48 12 3 5/a 6'/a 4 6-%"x 4" 6-Wx2W 2435 8260 LGUM 410 12 1 3 V. 8 Ma 4 8-%" x 4" 8-'/1'x2%" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUTY HGUM5.25 7 51/4 5% 8-%" x 5" 24-W x2'W 10085 14965 16015 HGUM5.50 7 5%2 11 5'/4 8-%" x 5" 24-Wx2'/2" 10125 14940 16015 HGUM7.00 7 7 to 5%4 8-%" x 5" 24-'/1'x2'/2" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-%" x 5" 24—'/4"x2%" 10415 14740 16015 HGUM9.00 7 9 5%4 8-%" x 5" 24-'/"x2'/2" 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm= 1500 psi and f =2500 psi. b 8Yn �1r �s '�till ��' ' S� •,�,srt� ''.""may; : � f ♦ ' L%K ure linnet £ iintRam L•-( • r LGUM HGUM Typical LGUM Installation Typical HGUM Installation Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. y ib��F �S7 - Jax p k1na gy, Inc. y Je y�P,, rte , P.E. ve '-R&- d. 585, 5., 9 Page 13 of 13 Simpson Strong-Tie ESR- 1622 Used for Florida State Wide Product Approval # FL10849 Products on this Report which are approved• Product FL# Product FL# AB44 10849.1 ABA66R 10849.3 AB44R 10849.1 ABA66Z 10849.3 AB44Z 10849.1 ABE44 10849.4 AB46 10849.1 ABE44Z 10849.4 AB46R 10849.1 ASE46 10849.5 AB46Z 10849.1 ABE46Z 10849.5 AB66 10849.1 ABE66 10849.5 AB66R 10849.1 ABE66Z 10849.5 AB66Z 10849.1 ABU44 10849.6 ABA44 10849.2 ABU44Z 10849.6 ABA44R 10849.2 ABU46 10849.6 ABA44Z 10849.2 "ABU46Z 10849.6 ABA46 10849.3 ABU66 10849.6 ABA46R 10849.3 ABU66Z 10849.6 ABA46Z 10849.3 ABU88 10849.6 ABA66 10849.3 ABU88HDG 10849.6 , I SIMPSON STRONG-TIE COMPANY, INC. ES REPORTTM ESR-1622 Issued April 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office#5360 Workman Mill Road,Whittier,California 90601#(562)699-0543 Regional Office#900 Montclair Road,Suite A,Birmingham,Alabama 35213 #(205)599-9800 WWW.ICC-eS.org Regional Office#4051 West Flossmoor Road,Country Club Hills,Illinois 60478#(708)799-2305 DIVISION: 06—WOOD AND PLASTICS projecting minimum 1 inch (25.4 mm) above the concrete Section: 06090—Wood and Plastics Fastenings footing as required by Section 2304.11.2.7 of the IBC and Section R319.1.4 of the IRC. REPORT HOLDER: 3.1.1 AB Adjustable Post Base: The AB adjustable post SIMPSON STRONG-TIE COMPANY, INC. base has three components: a post base cover fabricated 5956 WEST LAS POSITAS BOULEVARD from No. 16 gage galvanized steel; a C-shaped standoff PLEASANTON,CALIFORNIA 94588 channel fabricated from No. 12 gage galvanized steel;and a (800)925-5099 rectangular bearing plate fabricated from No. 12 gage galvanized steel,which has a slotted hole to accommodate a www.stronatie.com '/2-inch diameter(12.7 mm) anchor bolt. The AB post base EVALUATION SUBJECT: cover has an irregular shaped opening that permits lateral adjustment of the wood post, and prepunched holes for 10d SIMPSON STRONG-TIE POST BASE CONNECTORS FOR nails driven into the side grain of the wood post. The AB post WOOD CONSTRUCTION base cover is placed in contact with the concrete footing and the bearing plate is placed on top of the base cover and secured to the anchor bolt using a nut.The standoff channel ADDITIONAL LISTEES: fits inside the base cover and provides an elevated support for the bottom of the post. See Table 1 for the overall dimensions 1.0 EVALUATION SCOPE of the AB post base cover, the fastener schedule, and Compliance with the following codes: allowable downloads. See Figure 1 for drawings of the three components of the AB adjustable post base connector and a # 2006 International Building Code®(IBC) typical installation. # 2006 International Residential Code®(IRC) 3.1.2 ABA Post Base Standoff: The ABA post base # Other Codes(see Section 8.0) standoff is a one-piece connector that elevates the supported Property wood post 1'/16 inches(27 mm)above a concrete footing.The p rty evaluated: ABA44 and ABA44R are formed from No. 16 gage galvanized Structural steel and all other ABA models from No. 14 gage galvanized 2.0 USES steel. The sides of the ABA post base connector have prepunched holes for 10d or 16d nails driven into the side Simpson Strong-Tie post base connectors described in this grain of the wood post. Type A narrow plain washer, report are used as wood framing connectors in accordance conforming to the dimensions shown in ASME B18.22.1 (R with Section 2304.9.3 of the IBC,and are used to resist lateral 1998), and a standard cut washer and nut must be used to and net induced uplift forces at the bottom end of wood posts secure the ABA post base connector to the concrete anchor in accordance with Section 2304.9.7 of the IBC, and to bolt. See Table 2 for overall dimensions, required fasteners, prevent lateral displacement at the bottom end of wood posts and allowable uplift loads and downloads. See Figure 2 for in accordance with Section R407.3 of the IRC. The products drawings of an ABA post base standoff connector and a may also be used in structures regulated under the IRC when typical installation. an engineered design is submitted in accordance with Section 3.1.3 ABE Adjustable Post Base: The ABE post base R301.1.3 of the IRC. consists of three components: a U-shaped galvanized steel 3.0 DESCRIPTION channel having an adjustment slot for the anchor bolt, a 3.1 General: galvanized steel standoff base that elevates the wood post 1 inch(25.4 mm)above the concrete footing, and a 0.109-inch- The Simpson Strong-Tie post base connectors described in thick(2.8 mm)round washer(bearing plate)supplied with the this report are die-formed brackets that connect wood posts to ASE44 connectors and a 0.171-inch-thick (4.3 mm) concrete footings complying with the IBC or IRC, as rectangular washer(bearing plate)supplied with the ABE46 applicable,by using anchor bolts installed during the concrete and ABE66 connectors. The round and rectangular bearing pour or after the concrete hardens. Since the design of anchor plates have a bolt hole diameter of'/,6 inch(14.3 mm)and"/16 bolts in the concrete footings is not within the scope of this inch(17.5 mm),respectively.The sides of the ABE adjustable report, a footing larger than the minimum required by IBC post base connector have prepunched holes for 10d or 16d Section 1805 or IRC Section R403 may be necessary to meet nails driven into the side grain of the wood post.See Table 3 anchorage to concrete requirements.Untreated wood columns for the overall dimensions of the U-shaped channel, the may be supported by the post base connectors described in nominal thickness of the steel channel and standoff base, this report because the connectors provide a metal pedestal required fasteners,and allowable uplift loads and downloads. `79 REPORTS- are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement ofthesubject ofthereport orarecommendationforits use.There isnowarranty byICCEvaluationService,Inc.,express orimplied,astoanyfinding or other matter in this report,or as to any product covered by the report. u ft a pw_ newer rutrsr M Copyright©2008 Page 1 of 8 Page 2 of 8 ESR-1622 See Figure 3 for drawings of the components of an ABE area (610 g/m2), total for both sides. Model numbers in this adjustable post base connector and a typical installation. report do not include the Z or HDG ending, but the information 3.1.4 ABU Adjustable Post Base:The ABU44,ABU46,and shown applies. The PBV post base has a "PC suffix the ABU66 adjustable post base connectors consist of three indicating a powder-coated paint coating.The lumber treater components:a U-shaped galvanized steel channel having an and the holder of this report(Simpson Strong-Tie Company) adjustment slot for the anchor bolt and prepunched holes for should be contacted for recommendations on the appropriate installing bolts or nails, but not both, into the side grain of the level of corrosion resistance to specify for use of the steel wood post;a galvanized steel standoff base that elevates the connectors in contact with the specific proprietary preservative wood post 1 inch(25.4 mm)above the concrete footing,and treated or fire retardant treated lumber. a 0.171-inch-thick (4.3 mm) rectangular washer (bearing 3.2.2 Wood:Wood members with which the connectors are plate). used must be either sawn lumber or engineered lumber The ABU88 adjustable post base connector consists of the having a minimum specific gravity of 0.50 (minimum following components:a U-shaped galvanized steel channel equivalent specific gravity of 0.50 for engineered lumber),and having two 1'/,,-inch-wide (27 mm) long-slotted holes for having a maximum moisture content of 19 percent(16 percent anchor bolts and prepunched holes for installing nails into the for engineered lumber), except as noted in Section 4.1.The side grain of the wood post;a galvanized steel standoff base thickness of the supporting wood main member must be equal that elevates the wood post 1 inch (25.4 mm) above the to or greater than the length of the fasteners specified in the concrete footing, and two nominally '/4-inch-thick (6.4 mm) tables in this report,or as required by wood member design, square washers(bearing plates). whichever is greater. For installation in engineered wood members, minimum allowable nail spacing and end and edge See Table 4 for the overall dimensions of the U-shaped distances,as specified in the applicable evaluation report for channel,nominal thickness of the steel channel and standoff the engineered wood product, must be met. base, required fasteners, and allowable uplift loads and 3 downloads. See Figure 4 for drawings of the components of .2.3 Fasteners: Nails used for hangers described in this an ABU44 and ABU88 adjustable post base connectors and report must comply with the material requirements, physical a typical ABU connector installation. properties, tolerances, workmanship, protective coating and finishes, certification, and packaging and package marking 3.1.5 PBV Post Base:The PBV post base is a single piece requirements specified in ASTM F 1667.The nails must have post base connector formed from No. 14 gage steel having a the following minimum fastener dimensions and bending yield powder-coated paint coating. The PBV connector is circular strengths(Fyb): and has a center channel section and two raised semicircular flat portions that provide a 1-inch (25.4 mm) raised bearing FASTENER SHANK FASTENER F,,. surface for a round post.The connector has prepunched holes DIAMETER LENGTH (psi) for installing SDS screws into the end grain of a round post. (inches) (inches) 1 See Table 5 for the connector dimensions, required fasteners 10d 0.148 3 90,000 and allowable downloads. 3.2 Materials: I 16d 0.162 3'/2 90,000 For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. 3.2.1 Steel: Unless noted otherwise, the connectors At a minimum, bolts must comply with ASTM A 36 or A 307. described in this report are manufactured from galvanized SDS Screws used in contact with preservative treated or fire steel in accordance with ASTM A 653,SS designation,Grade retardant treated lumber must, as a minimum, comply with 33,with a minimum yield strength,FY,of 33,000 psi(227 MPa) ESR-2236. Fasteners used in contact with preservative and a minimum tensile strength,F,,,of 45,000 psi(310 MPa). treated or fire retardant treated lumber must comply with IBC The bearing plates for the ABU88 are ASTM A 36 with a Section 2304.9.5 or IRC Section R319.3, as applicable. For minimum yield strength of 36,000 psi (248 MPa) and a use with treated lumber, the lumber treater or this report minimum tensile strength of 58,000 psi (400 MPa)and have holder (Simpson Strong-Tie Company), or both, should be no coating. Base metal thicknesses for the connectors in this contacted for recommendations on the appropriate coating or report are as follows: material to specify for the fasteners as well as the connection NOMINAL THICKNESS MINIMUM BASE METAL capacities of fasteners used with the specific proprietary THICKNESS preservative treated or fire retardant treated lumber. (inches) 4.0 DESIGN AND INSTALLATION No.10 Gage 0.1275 4.1 Design: No. 12 Gage 0.0975 The tabulated allowable loads shown in the product tables of No. 14 Gage 0.0685 this report are based on Allowable Stress Design(ASD)and include the load duration factor, Cp, corresponding with the No.16 Gage 0.0555 applicable loads in accordance with the National Design Specification for Wood Construction and its supplement 1/4-inch(Bearing Plate) 0.2145 (NDS). For SI: 1 inch=25.4 mm. Tabulated allowable loads apply to products connected to The connectors have a minimum G90 zinc coating wood used under dry conditions and where sustained specification per ASTM A 653 unless otherwise noted.Some temperatures are 100°F(37.8°C)or less.When products are models (designated with a model number ending with Z)are installed to wood having a moisture content greater than 19 available with a G185 zinc coating specification in accordance percent(16 percent for engineered wood products),or where with ASTM A 653. Some models (designated with a model wet service is expected,the allowable loads must be adjusted number ending with HDG) are available with a hot-dip by the applicable wet service factor, Cti,, specified for lateral galvanization, also known as "batch" galvanization, in loads for dowel-type fasteners in the NDS.When connectors accordance with ASTM A 123, with a minimum specified are installed in wood that will experience sustained exposure coating weight of 2.0 ounces of zinc per square foot of surface to temperatures exceeding 100°F (37.80C), the allowable lq4 Page 3 of 8 ESR-1622 loads in this report must be adjusted by the applicable 8.2 Uses: temperature factor, C„specified in the NDS.Connected wood g 2 1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See members must be analyzed for load-carrying capacity at the connection in accordance with the NDS. Section 2.0 of this report. 4.2 Installation: 8.2.2 1997 UBC: Replace the information in Section 2.0 with the following: Simpson Strong-Tie post base connectors are Installation of the connectors must be in accordance with this used as wood framing connectors in accordance with Section evaluation report and the manufacturer's published installation 2318.4.8 of the UBC. instructions. Bolts and nails must be installed in accordance 8,3 Description: with the applicable provisions in the NDS. In the event of a conflict between this report and the manufacturer's published 8.3.1 2003 IBC and 2003 IRC: The same as Section 3.0 of installation instructions,this report governs. this report. 5.0 CONDITIONS OF USE 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this The Simpson Strong-Tie products described in this report report,except modify Section 3.2.3 of this report to reference comply with,or are suitable alternatives to what is specified in, IRC Section R323.3. those codes listed in Section 1.0 of this report,subject to the 8.3.3 1997 UBC: See Section 3.0 of this report, except for following conditions: the following: 5.1 The connectors must be manufactured, identified and ! Modify Section 3.1 as follows: installed in accordance with this report and the 3.1 General: manufacturer's published installation instructions.A copy of the instructions must be available at the jobsite at all The Simpson Strong-Tie post base connectors described times during installation. in this report are die-formed brackets that connect wood 5.2 Calculations showing compliance with this report must posts to concrete footings complying with the UBC, by using anchor bolts installed during the concrete pour or be submitted to the code official.The calculations must after the concrete hardens. Since the design of anchor be prepared by a registered design professional where bolts in the concrete footings is not within the scope of this required by the statues of the jurisdiction in which the report,a footing larger than the minimum required by UBC project is to be constructed Section 1806 may be necessary to meet anchorage to 5.3 Adjustment factors noted in Section 4.1 and the concrete requirements. The post base connectors applicable codes must be considered,where applicable. described in this report are used to ensure against uplift 5.4 Connected wood members and fasteners must comply, and lateral displacement at the bottom end of wood posts respectively,with Sections 3.2.2 and 3.2.3 of this report. in accordance with Section 2314 of the UBC.Additionally, untreated wood columns may be supported by the post 5.5 Use of connectors with preservative treated or fire base connectors described in this report because the retardant treated lumber must be in accordance with connectors provide a metal pedestal projecting minimum Section 3.2.1 of this report. Use of fasteners with 1 inch (25.4 mm)above the concrete footing as required preservative treated or fire retardant treated!umber must by Section 2306.5 of the UBC. be in accordance with Section 3.2.3 of this report. ! Modify the first sentence in the last paragraph of Section 5.6 The design of anchor bolts and the concrete footings is 3.2.3 as follows: Fasteners used in contact with not within the scope of this report. preservative treated or fire retardant treated lumber must, 6.0 EVIDENCE SUBMITTED as a minimum,comply with UBC Section 2304.3. Data in accordance with the ICC-ES Acceptance Criteria for 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 Joist Hangers and Similar Devices (AC13), dated October IBC,2000 IRC, 1997 UBC: 2006(corrected March 2007). See Section 4.0 of this report. 7.0 IDENTIFICATION 8.5 Conditions of Use: The products described in this report are identified with a die- 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The stamped label indicating the name of the manufacturer Simpson Strong-Tie products described in this report comply (Simpson Strong-Tie),the model number,and the number of with,or are suitable alternatives to what is specified in,those an index evaluation report ESR-2523) that is used as an codes listed in Section 8.0, subject to the same conditions of identifier for the products recognized in this report. use indicated in Section 5.0 of this report. 8.0 OTHER CODES 8.5.2 UBC:The Simpson Strong-Tie products described in 8.1 Evaluation Scope: this report comply with,or are suitable alternatives to what is specified in,the UBC, subject to the same conditions of use In addition to the codes referenced in Section 1.0, the indicated in Section 5.0 of this report,except the last sentence products in this report were evaluated for compliance with the of Section 5.5 is replaced with the following: Fasteners used requirements of the following codes: in contact with preservative treated or fire retardant treated # 2003 International Building Code®(2003 IBC) lumber must,as a minimum,comply with UBC Section 2304.3. # 2003 International Residential Code®(2003 IRC) 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, # 2000 International Building Code®(2000 IBC) 2000 IRC,and UBC: # 2000 International Residential Code®(2000 IRC) See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 # 1997 Uniform Building CodeTm (UBC) IRC,and UBC: The products described in this report comply with, or are See Section 7.0 of this report. suitable alternatives to what is specified in, the codes listed above,subject to the provisions of Sections 8.2 through 8.7. Page 4 of 8 ESR-1622 TABLE 1—AB ADJUSTABLE POST BASE CONNECTORS'.2 ALLOWABLE DIMENSIONS(inches) FASTENERS DOWNLOADS MODEL NO. (lbs) Anchor Bolt Nails into Post CD=1.0 o W L H Diameter CD=1.15 inches (Quantity-Type) CD=1.25 AB44 39/,6 39/16 29/32 1/2 8-10d 4,065 AB46 39/,6 5 3/6 3 1/2 8-10d 4,165 AB44R 4 4'/,6 29/16 1/2 8-10d 4,065 AB46R 4 6 213/,6 1/2 8-10d 4,165 AB66 5'/2 5 9/16 3 '/2 8-10d 5,335 AB66R 6 6 213/,6 1/2 8-10d 5,335 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. o AB Adjustable Post Base AB Installation FIGURE 1—AB POST BASE CONNECTOR 154� Page 5 of 8 ESR-1622 TABLE 2—ABA ADJUSTABLE POST BASE CONNECTORS'.2.1 DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS(lbs) MODEL Anchor Bolt Uplift Downloads NO. W L H Diameter Nails into Post CD=1.0 (inches) (Quantity—Type) CD=1.33 C13=1.15 CD=1.6 CD=1.25 ABA44 39/16 3'/8 3'/16 1/2 6-10d 555 6,000 ABA44R 41/18 31/8 213/16 1/2 6-10d 555 8,000 ABA46 39/18 153/18 31/8 5/e 8-16d 700 9,435 ABA46R 4'/18 5 3/16 27/e 5/6 8-16d 700 12,000 ABA66 51/2 514 31/8 5/6 8-16d 720 10,665 ABA66R 6 53/16 2% 5/8 8-16d 720 12,665 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. Reduce loads when other load durations govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. fi <� f 3 > •� frr .�, .." 1"Min I . Nail End _ . - Distance `. a farOplift Resistance �---.— ABA ABA installation FIGURE 2—ABA ADJUSTABLE POST BASE CONNECTOR Page 6 of 8 ESR-1622 TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS'.2,1 DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS MODEL NO. Uplift Download W L HAnchor Bolt Nails into Post Diameter (Quantity—Type) Cp=1,33 Co=1.0 (inches) Co=1.6 Co=1.15 Cp=1.25 ABE44 39/16 3'/2 225/32 1/2 6-10d 520 6,665 ABE46 39/,6 5'/16 41/16 5/e 1 8-16d 810 7,335 ABE66 5'/2 5'/16 3'/e 5/e 8-16d 900 12,000 For SI: 1 inch--:--254 mm,1 lbs=4.45 N, 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. L] wahm11+' 1'Min Nail End p Distance for Uplift Y� Resistance ABE44 ABE installation FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS Page 7 of 8 ESR-1622 TABLE 4—ABU ADJUSTABLE POST BASE CONNECTORS'.2,3.4 CONNECTOR DIMENSIONS ALLOWABLE LOADS(lbs) FASTENERS MODEL U-Channel Standoff (Quantity-Type) Uplift Download Base Nails or NO. Nails Bolts Bolts Nails Bolts Anchor W L H Gage Gage into throw h Bolt C0=1.33 CD=1.0 (in.) (in.) (in.) No. No. post Post Diameter CD=1.6 CD=1.33 CD=1.6 CD=1.15 inches CD=1.25 ABU44 39/16 3 51/2 12 16 12-16d 2-1/2 1–5/e 2,200 1,800 2,160 6,665 ABU46 39/,6 5 7 12 12 12-16d 2–'/2 1–5/a 2,255 2,300 2,300 10,335 ABU66 5'/2 5 61/16 10 12 12-16d 2–'/2 1–5/8 2,300 2,300 2,300 12,000 ABU88 7'/2 7 7 12 14 18-16d — 2–5/e 2,320 — — 24,335 For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed.The allowable loads must be reduced when other load durations govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. `Allowable uplift loads based on nails and bolts are not cumulative. 2 Load Transfer SUPPLIED Plates Supplied ` - E2"MINIMUM SIDECDVER �jW ABU44 ABU88 ABU installation FIGURE 4—ABU ADJUSTABLE POST BASE CONNECTORS Page 8 of 8 ESR-1622 TABLE 5—PBV POST BASE CONNECTORS'.2,3 DIMENSIONS ALLOWABLE (inches) FASTENERS DOWNLOADS MODEL NO. lbs LH SDS Screws into Post Anchor Bolt Cn=1.0 (Quantity—Type) (Quantity—Diameter) Co=1.15 Co=1.25 PBV6 5'/4 1 4—SDS 1/4 x 3 1—5/s 9,250 PB V10 9'/,s 1 4—SDS 1/4 x 3 1—s/s 19,225 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. The model number for the SDS'/+x 3 inch screw is SD25300. too PBV PBV installation FIGURE 5—PBV POST BASE CONNECTORS M3 ESR-2549 MT"o 0 Used for Florida State Wide Product Approval# FL 10655 Products on this Report which are SIMPSON STRONG-TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U41OR 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U61OR 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 ®4 F-SREPORTTPA ESR-2549 Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office#5360 Workman Mill Road,Whber,Califomia 90601#(562)699-0543 Regional Office#900 Montclair Road,Suite A.Birmingham,Alabama 35213 #(205)599-9800 WWW.ICC-eS org Regional Office#4051 West Rossmoor Road,Country Club Hills,Illinois 60478#(708)799-2305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/16 inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY, INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 925-5099 formed from No.18 gage galvanized steel.The hangers have www.strongtie.com prepunched holes for the installation of nails that are driven www.strongtie.com a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 forthe hanger dimensions,required ,andlo SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR aastenerstyp cal LUS series aingerds;and Figure 4 for a drawing of WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are 1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header, which is described as double # 2006 International Building Code'(IBC) shear nailing in the installation instructions. See Table 5 for # 2006 International Residential Code'(IRC) the hanger dimensions, required fasteners, and allowable # Other Codes(see Section 8.0) loads;Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are Properties evaluated: formed from No. 14 gage galvanized steel with the exception Structural of the HUS26, HUS28 and HUS210 hangers, which are formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are at an ader,which The Simpson Strong-Tie face-mount hangers described in sriven described Wase double through shear the jt ailingtoinhtheea stallation this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required accordance with Section 2304.9.3 of the IBC. The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated under the IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.1.7 HHUS Series Hangers: The HHUS series hangers 3.0 DESCRIPTION are formed from No. 14 gage galvanized steel.The hangers have prepunched holes for the installation of joist nails that 3.1 General: are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 for the hanger dimensions,required this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and 3.1.2 U Series Hangers:The U series hangers are formed Figure 8 for a drawing of typical SUR/L series hangers. from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gage galvanized steel.SUR and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, skewed at 45 3.1.3 HU/HUC Series Hangers: The HU and HUC series degrees right and left, respectively. See Table 9 for the hanger dimensions,required fasteners,and allowable loads; hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS" are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. praaa+wa►-ra. rxewcrcar Copyright©2008 Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: duration factor, Co, corresponding with the applicable loads 3.2.1 Steel: The hangers described in this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,FY,of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are strength, F,,, of 45,000 psi (310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where wet service is expected,the allowable loads must be adjusted NOMINAL THICKNESS MINIMUM BASE-METAL (gage) THICKNESS(inch) by the wet service factor, C,, specified in the NDS. When connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No. 16 0.0555 (37.81C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor, C„ specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for load- For SI: 1 inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model number ending with Z)are available with a G185 zinc coating specification in accordance with Installation of the connectors must be in accordance with this ASTM A 653.Some models(designated with a model number evaluation report and the manufacturer's published ending with HDG)are available with a hot-dip galvanization, installation instructions.In the event of a conflict between this also known as "batch" galvanization, in accordance with report and the manufacture's published installation ASTM A 123,with a minimum specified coating weight of 2.0 instructions,this report governs. ounces of zinc per square foot of surface area (600 g/m2), 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown The Simpson Strong-Tie face-mount hangers for wood- applies.The lumber treater or holder of this report(Simpson framed construction described in this report comply with, or Strong-Tie Company) should be contacted for are suitable alternatives to what is specified in,those codes recommendations on minimum corrosion resistance of steel listed in Section 1.0 of this report, subject to the following connectors in contact with the specific proprietary conditions: preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the used must be either sawn lumber or engineered lumber manufacturer's published installation instructions. A having a minimum specific gravity of 0.50 (minimum copy of the instructions must be available at the jobsite equivalent specific gravity of 0.50 for engineered lumber),and at all times during installation. having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber) except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be constructed. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths (FYb): respectively,with Sections 3.2.2 and 3.2.3 of this report. COMMON SHANK FASTENER F 5.5 Use of connectors with preservative treated or fire NAIL SIZE DIAMETER LENGTH ', retardant treated lumber must be in accordance with (psi) Section 3.2.1 of this report. Use of fasteners with (inch) (inches) 1od x 1'/Z inch ch 11/2 90,000 preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 10d 0.148 3 90,000 16d x 21/2 0.162 2+/ 6.0 EVIDENCE SUBMITTED z 90,000 16d 0.162 31_/,___1 90,000 Data in accordance with the ICC-ES Acceptance Criteria for For SI: 1 inch=25.4 mm, 1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October Fasteners used in contact with preservative treated or fire 2006 (corrected March 2007). retardant treated lumber must comply with IBC Section 7.0 IDENTIFICATION 2304.9.5 or IRC Section R319.3, as applicable. The lumber The products described in this report are identified with a die- treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and connection capacities an index evaluation report ESR-2523) that is used as an of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. identifier for the products recognized in this report. 4.0 DESIGN AND INSTALLATION 8.0 OTHER CODES 4.1 Design: 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: !Ofo Page 3 of 10 ESR-2549 # 2003 International Building Code®(2003 IBC) or fire retardant treated lumber must, as a minimum, comply # 2003 International Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code®(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 # 2000 International Residential Code®(2000 IRC) IBC,2000 IRC,and UBC: # 1997 Uniform Building CodeTM' (UBC) See Section 4.0 of his report. The products described in this report comply with, or are 8.5 Conditions of Use: suitable alternatives to what is specified in, the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply 8.2 Uses: with,or are suitable alternatives to what is specified in,those codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC, 2000 IBC, and 2000 IRC: See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC: Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strorig-Tie face-mount hangers are used specified in, the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted: 2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated See Section 7.0 of this report. le_ Page 4 of 1.0 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' FASTENERSZ (inches) (Quantity-Type) ALLOWABLE LOADS""'(Ibs) MODEL No. Uplifts Download W H B Headers Joist Co=1.33 Co=1.0 Co=1.15 CD=1.25 or =1.6 10d 16d 10d 16d 10d 16d 7U24 19/is 3'/s 1'/: 4 2-10dx1'/. 245 445 530 510 610 555 665 LU26 19/�s 4'/. 1%: 6 4-10dx1'/. 490 665 800 765 920 830 1,000 LU28 19/is 6% 1Y 8 6-10dx1% 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/16 73/16 1'h 10 6-10dx1Y: 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1. Refer to Figure 1 (this page)for,definitions of hanger nomenclature(W,H,B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.LU 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). 5.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"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,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. e I � I e m e e � a for �2a FIGURE 1—LU SERIES HANGER Page 5 of 10 16 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENERS' ALLOWABLE LOADS"" MODEL (inches) (Quantity-Type) lbs No. Uplift Download W H B Headers Joist CD=1.33 or CD=1.0 Co=1.15 CD=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 1F 3'/6 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U26 19/+s 4314 2 6 4-10dx1'/2 480 665 800 765 920 830 1,000 U210 19/16 713116 2 10 6-10dx1'/2 720 1,110 1,330 1,275 1,530 1,390 1,660 0214 19/+6 10 2 12 8-10dx1'/z 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/+s 33/6 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U36 29/+s 53/8 2 8 4-10dx1'/2 480 890 -1-,06-5 --F-025--T,-225- 1,110 1,330 U310 29/+6 7/e 2 14 6-10dx1'/z 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/+s 107/2 2 16 6-10dx1'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/+s 2�/6 2 4 2-10d 295 445 530 510 610 555 665 U46 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/+s 83/6 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 -39/is 10 2 16 6-10d. 890 17775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/6 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 7/6 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3'/6 8'/z 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 5'/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 871/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 5'/2 7314 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 2'/,s 35/s 2 4 2-10dx1'/z 240 445 530 510 610 555 665 U26R 2'/+s 55/6 2 8 4-10dx1'/2 480 890 1,065 1,025 1,225 1,110 1,330 U21OR 21/16 9'/6 2 14 6-10dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 4'116 25/s 2 4 2-16d 355 445 530 510 610 555 665 U46R 4'/+s 45/6 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U41OR 4'/+6 8'/6 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61OR 6 8'/2 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 For SI: 1 inch=25.4 mm, 1-Ibf=4.45 N. 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.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). 5.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"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,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. +fir 4k) • • i s � • • ' 3 I • • '�D � I i to s 11 • I s FIGURE 2-U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page) Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS2 MODEL (inches) (Quantity-Type) ALLOWABLE LOADS(Ibs)3,4,5 NO. Uplift Download W H B Header Joist Co=1.33 or- =1.6 r=1.6 CD=1.0 Co=1.15 Co=1.25. HU26 19/,6 3'/,g 2'/4 4-16d 2-10dx1'/2 240 535 615 670 HU28 19116 5Y4 2 Y4 6-16d 4-10dx1'/z 480 805 925 1,005 HU210 19/,6 7'/a 2'/4 8-16d 4-10dx11/2 480 1,070 1,230 1,340 HU212 19/1s 9 2 Y4 10-16d 6-10dx11/z 720 1,340 1,540 1,675 HU214 19/1s 10'/a 2'/4 12-16d 6-1OdX1'/z 720 1,610 1,850 2,010 FTU-342/,s 33/g 2 Y24-16d 2-10dx1'/z 240 535 615 670 HU36 29/1s 5/,, 2'/z 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU38 2/1g 7'/g 2'/z 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 29/1s 8/g _2%% 14-16d 6-10dx1'/2 720 1,875 2,155 2,345 HU312 29/,s 105/g 2'/z 16-16d 6-10dx1'/Z 720 2,145 2,465 2,680 HU314 2/,g 123/,, 2'h 18-16d 8-10dx1'/z 960 2,410 2,770 3,015 HU316 29/,s 14'/a 2'/x 20-16d 8-10dx1'/2 960 2,680 3,080 3,350 HU44 39/16 2'/a 2'/z 4-16d 2-10d 300 535 615 670 HU46 39/,g 5'/16 2 Yz 8-16d 4-10d 605 1,070 1,230 1,340 HU48 39/1g 613/,8 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU410 39/,s 0/1 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39116 10/16 2% 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/,s 1251,, 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/,s 13/a 2'% 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5Y. 4/,s 2 Yz 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5'/z 57/1_r, 2'/z 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'/z 7/g 2'/z 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5Yz 9/a 2'/z 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5Yz 1151,, 2'/z 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 5Yz 12"/,g 2'/z 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3'4 3'/,s 2% 4-16d 2-10d 300 535 615 670 HU26-2 3'/a --5T/-. 2'/z 8-16d 4-10d 605 1,070 7230 1,340 HU28-2 3'/g 7 2 Yz 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'/a 813/,s _2% 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 3'/8 10/,s 2% 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 31/,, 127311s 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 3'/a 1_T 2'/z 20-16d 8-10d 1,205 27680 3,080 3,350 HU310-2 5'/a 8'/a 2 Yz 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 5'la 105/a 2'/z 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 5'16 12% 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 4"/,g 89/,s 2 Yz 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 4"/,s 10/,s 2 Yz 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4"/,g12'!,g 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-3 4"/16 1 13% 2'/z 20-16d 8-10d 1,205 2,680 3,080 3,350 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.HU series hangers with widths(W)equal to or greater than 2 9/16 inches(65 mm)are available with header flanges turned in(concealed) and are identified with the model designation HUC#. See Figure 3b(previous page). 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5.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). 6.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 govern. Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILSz ALLOWABLE LOADS3'4 MODEL (inches) (Quantity-Type) Ibs NO. Uplifts Download W H B Header Joists Co=1.33 or =1.6 CD=1.0 Co=1.15 Co=1.25 LUS24 i9/,6 3'/e 1 /a 4-10d 2-10d 465 640 735 800 LUS26 19/,6 4/a 13/a 4-10d 4-10d 930 830 955 1,040 LUS28 19/�s 6/s 1 /a 6 10d 4-10d 930 1,055 1,215 1,320 LUS210 1 /1s T3/16 1 /4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3'/a 3'/a 2 4-16d 2-16d 440 765 880 960 LUS26-2 3'/8 4's/,s 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 3'/a 7 -2 - --T 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3'/a 8's/,s 2 8-16d 6-16d 1,710 17765 2,030 2,210 LUS214-2 3'/a 1016/1, 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/,E; 3 2 4-16d 2-16d 440 765 880 960 LUS46 39/16 4'/. 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 7/16 6'/a 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 39/16 8% 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 3/,s 10'/4 2 1 10-16d 6-16d 1,710 2,030 2,335 2,540 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1. Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When LUS Series hangers support joists,they 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). 5.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. 6.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. • ter.--I"'t_ 0 m H m B FIGURE 4-LUS SERIES HANGER Page 8 of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS ALLOWABLE LOADS' Z inches) Quantit -T a lbs Uplifts Download W H B Header Joists CD=1.33 or =16 CD=1.0 CD=1.15 CD=1.25 19/,s 53/,6 2 6-10d 6-10d 1,090 1,310 1,505 1,640 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they 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). 5.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. 6.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. Vv TYR f {� �,s C •e H , B b • 0 CCC777 '� lb FIGURE 5--MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS' COMMON NAILSZ ALLOWABLE LOADS3'4 (inches) (Quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Header Joists CD=1.33 or =1.6 CD=1.0 CD=1.15 Co 1.25 HUS26 154, 53/a 3 14-16d 6-16d 1,550 7565 2,950 3,205 HUS28 1 /8 7'/16 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 15/2 1s 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/16 4/,s 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/1. 6'/1s 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 39/,. 6T'/,. 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 3/,s 10/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 3'/a 5/,e 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 3'/a 73/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 3'/a 93/16 2 8-16d 8-16d 2;160 2,010 2,310 2,510 HUS212-2 3'/e 11 2 10-16d 10-16d 2,560 2,510 1 2,885 3,140 For SI: 1 inch=25.4 mm, 1 pound=4.45 N. 1. Refer to Figure 6(this page)for definitions of hanger nomenclature(W, H,B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists,they 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). 5.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. 6.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. // 2 Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILSz ALLOWABLE LOADS3,4 (inches) (Quantity-Type) (lbs) MODEL NO. Uplift, Download W H B Header Joists Cp=1. or 1.66 Co=1.0 CD=1.15 Co=1.25 = HHUS26-2 35/,6 5'/,e 3 14-16d 6-16d 1,550 2,580 7965 3,225 HHUS28-2 35/,s 7'/z 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35/,s 9'/, 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 35/s --57/-,- 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3/8 7'/e 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 35/a 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 inches,they 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). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6.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. '��► b + % "4 FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8- SUR/L SERIES HANGER(see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DIMENSIONS' FASTENERSz ALLOWABLE LOADS3.4 (inches) (Quantity-Type) MODEL NO. (lbs) Uplifts Download W H B Al A2 Header Joist Co=1.33 or =1.6 C0=1.0 Co=1.15 CD=1.25 SUR/1_24 10d 24 19/,8 3'/i8 2 1'/8 i% 4-16d 4- xl'/z 450 530 610 665 SUR/L26 19/,8 5 2 1'/e 1'/4 6-16d 6-10dxl'/z 720 800 960 1,000 SUR/L26-2 3'/8 475/,6 /z 2/8 8-16d 4-16dx1'/z 710 1,065 1,225 1,330 SUR/1_210 19/,6 83/,82 1'/8 1'/4 10-16d 10-10dx1'/2 1,200 1,330 1,530 1,660 SUR/L214 19/,8 10 2 1'/e 7/4 12-16d 12-10dxl'/2 1,440 1,595 1,835 1,995 SUR/L210-2 3'/e 8"hs 25/8 1'/z 2/8 14-16d 6-16dx2'/z 1,065 1,860 2,140 2,330 SUR/L414 39/,8 '/z 1225/8 1 2% 18-16d 8-16dx2'/z 1,420 2,395 2,500 2,500 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where SUR/L series hangers support solid-sawn joists,they 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). 5.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. Page 10 of 10 ESR-2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERSZ ALLOWABLE LOADS3.4 (inches) (Quantity-Type) Ibs MODEL NO. Uplifts Download W H B Al A2 Header Joist Co=1.33 or =16 CD=1-0 CD=1-15 CD=1.25 HSUR/1_26-2 3'/a 415/,s 27/,6 1Y4 23/16 12-16d 4-16d)Y/ 715 1,610 1,850 2,000 HSURlL210-2 3'/6 8"/1s 27/16 1'/4 23/16 20-16d 6-16dx2'/z 1,070 2,680 3,080 3,350 HSUR/L214-2 3'/8 12"/1s 27/16 1'/4 23/16 26-16d 8-16dx21/2 1,430 3,485 4,005 4,355 HSUR/L46 39/1s 43/4 27/,6 1 23/,6 12-16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 39/,6 8'/i 2/,6 1 23/16 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 39/,6 121/Z 27/16 1 23/16 26-16d 8-16d 1,430 3,485 4,005 4,355 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HSUR/L series hangers support solid-sawn joists,they 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). 5.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. A, 0 a • 4 0 N0 O • � � O • 7 FIGURE 9—HSUR/L SERIES HANGER ll� SECOND FLOOR BEAMS DESIGN ...6 STRUCTURAL DESIGN 115- TC 15TC ENGINEERING,INC. CA LIC.No 30288 OONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructuralengineering@gmaii.com PROJECT: i Yi :. 2 C:. PAGE NO.: � c� w j� DATE: SUBJECT: c.,t---�•_J� [_% ;L--L(} � (G` LLJ�O"`�``'a��'i DESIGNED BY: (7 1. F7. �- � ( Z 0 21) 9 aJ = Lt10 Ic W4 f2 -- = �5f p!5 1,l . 4-T ?� LL Title Block Line 1 Title: Job# r You can change this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes Title Block Line 6 Printed:7OCT 2013.10:03AM Steel BeamFile:pi120131BillyBlancolCalcslr2ec6' ENERCALC,INC.1%3-2011,Build:6.11.6.23,Ver.6.11,6.23 Description: STEEL BEAM Material Properties Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 D(2.023)L(0.952) u a J I 3 Span=10.910 ft W 12X40 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=2.023, L=0.9520 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • • ......... _..._. ._._ - . .. .._. . ._.. ........ _.__ .._.__._ .... ......................... .. Maximum Bending Stress Ratio = 0.438:1 Maximum Shear Stress Ratio= 0.325 . 1 Section used for this span W1 2X40 Section used for this span W12X40 Mu:Applied 44.856 k-ft Vu:Applied 16.446 k Mn/Omega:Allowable 102.395 k-ft Vn/Omega:Allowable 50.551 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.455ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.034 in Ratio= 3810 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.109 in Ratio= 1203 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ... . _ .. ..-- - --------- --- -.._..__... _.... ......_......__....... _............................ . -- -- --..... -._ ._._. .._.._....._...._ Maximum Forces&Stresses for Load Combinations` Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p Dsgn.L= 10.91 It 1 0.300 0.223 30.69 30.69 171.00 102.40 1.14 1.00 11.25 75.83 50.55 +D+L+H Dsgn.L= 10.91 it 1 0.438 0.325 44.86 44.86 171.00 102.40 1.14 1.00 16.45 75.83 50.55 +D+0.750Lr+0.750L+H Dsgn.L= 10.91 It 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 +D+0.750L+0.750S+H Dsgn.L= 10.91 It 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 +D+0.750Lr+0.750L+0.750 W+H Dsgn.L= 10.91 ft 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 +D+0.750L+0.750S+0.750W+H Dsgn.L= 10.91 ft 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 +D+0.750 Lr+0.750 L+0.5250 E+H Dsgn.L= 10.91 ft 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 +D+0.7501-+0.750S+9.5250E+H Dsgn.L= 10.91 ft 1 0.403 0.300 41.32 41.32 171.00 102.40 1.14 1.00 15.15 75.83 50.55 Overall Maximum Deflections'-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-UnfactoredSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.446 16.446 D Only 11.253 11.253 L Only 5.193 5.193 D+L 16.446 16.446 spBeam v3.11 c StructurePoint 10-02-2013, 01:25:54 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31.slb Page 1 ' r 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 O 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- spBeam x3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright ® 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. _________________________________________________________________________ ---------------------- [1] INPUT ECHO General Information ------------------- ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\2B-31.slb Project: 9350 NE 12 AVE Frame: 2B-31 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 50% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- S1absIBeams Columns ------------ ------------ we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in) , Ab (in"2) , Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 ® StructurePoint 10-02-2013, 01:25:54 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-3l.slb Page 2 Span Data Slabs Units: Ll, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 14.500 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 19.00 10.88 Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Redo ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations ---------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 158.33 0.000 158.33 14.500 Dead 1 1257.00 0.000 1257.00 14.500 Live 1 558.00 0.000 558.00 14.500 Live/Odd 1 558.00 0.000 558.00 14.500 Live/S1 1 558.00 0.000 558.00 14.500 Live/S2 1 558.00 0.000 558.00 14.500 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #10 #5 #10 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 4 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. spBeam v3.11 ® StructurePoint 10-02-2013, 01:25:54 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31.slb ---------------P ge-3 ----- -- - - ----- ------------ - [2] DESIGN RESULTS ------------------------------------------------------------------------------------------------------------------ p Reinforcement ----------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in"2) , Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 0.00 0.500 0.000 2.411 0.000 0.000 --- Middle 0.67 0.00 7.250 0.000 2.411 0.000 0.000 --- Right 0.67 0.00 14.000 0.000 2.411 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in"2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 68.10 7.250 0.464 2.393 2.795 0.977 2-#7 Bottom Bar Details Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#7 0.00 14.50 --- Flexural Capacity Units: x (ft) , As (in A2) , PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.00 1.20 0.00 82.29 0.500 0.00 1.20 0.00 82.29 5.225 0.00 1.20 0.00 82.29 7.250 0.00 1.20 0.00 82.29 9.275 0.00 1.20 0.00 82.29 14.000 0.00 1.20 0.00 82.29 14.500 0.00 1.20 0.00 82.29 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in) , Start, End, Xu (ft) , Phivc, Vu (kip), Av/s (in'2/in) Span d PhiVc Start End vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 16.56 12.57 1.880 3.670 13.91 1.880 0.0067 3.670 5.460 9.28 3.670 0.0067 5.460 7.250 4.64 5.460 0.0000 7.250 9.040 4.64 9.040 0.0000 9.040 10.830 9.28 10.830 0.0067 10.830 12.620 13.91 12.620 0.0067 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 8 @ 7.5 + <-- 43.0 --> + 8 @ 7.5 Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip) , Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 16.56 12.57 0.000 0.750 ----- ----- 34.33 18.79 0.000 0.750 5.460 0.0292 7.5 34.33 13.91 1.880 5.460 9.040 ----- ----- 6.29 4.64 5.460 9.040 13.750 0.0292 7.5 34.33 13.91 12.620 13.750 14.500 ----- ----- 34.33 18.79 14.500 Slab Shear Capacity ------------------- ------------------- Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- spBeam v3.11 ® StructurePoint 10-02-2013, 01:25:54 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31.slb Page�4 Deflections Section properties ------------------ Units: Ig, Icr, Ie (in"4) , Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 1951 1696 Middle 4573 1546 19.03 37.20 1951 51.86 1696 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.188 0.114 0.302 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- ------- - - - / AA�-,� I,{ } 0 f 1 0.245 2.000 0.490 0.546 0.603 0.791 c__ F V�J `f —" ,O Q 1 V ( Material Takeoff 7 L&CT ( S € Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 59.3 lb <=> 4.09 lb/ft <=> 6.132 lb/ft"2 Stirrups: 21.1 lb <=> 1.45 lb/ft <=> 2.178 lb/ft"2 Total Steel: 80.3 lb <=> 5.54 lb/ft <=> 8.310 lb/ft"2 Concrete: 15.3 ft"3 <=> 1.06 ft"3/ft <=> 1.583 ftA3/ft"2 spBeam v3.11 0 StructurePoint 10-02-2013, 01:28:20 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31 INVESTIG.slb P�n7age4 1 / t 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 oo (TM) ------------------------- ------------------------------------------------------ spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright 0 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. ----------------------------------------- ------------------------------------------------------------------------- [1] INPUT ECHO General Information ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\2B-31 INVESTIG.slb Project: 9350 NE 12 AVE Frame: 2B-31 INVESTIG. Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Investigation Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 50% of live load is sustained. Compression reinforcement calculations selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi; Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- Units: Db (in) , Ab (in"2) , Wb (lb/ft) iize Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 ® StructurePoint 10-02-2013, 01:28:20 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31 INVESTIG.slb Page 2 Span Data Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL WR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 14.500 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 19.00 10.88 Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Reds ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 158.33 0.000 158.33 14.500 Dead 1 1257.00 0.000 1257.00 14.500 Live 1 558.00 0.000 558.00 14.500 Live/Odd 1 558.00 0.000 558.00 14.500 Live/Sl 1 558.00 0.000 558.00 14.500 Live/S2 1 558.00 0.000 558.00 14.500 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #10 #5 #10 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 4 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. Reinforcing Bars spBeam v3.11 © StructurePoint 10-02-2013, 01:28:20 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31 INVESTIG.slb Page 3 � 2 - Units: Cover (in) , Length (ft) , Start (ft) Top Bars Left _Continuous_ _ Right Span Bars Length Cover Bars Cover 'ars Length Cover ---- ------ -------- -------- ------ -------- ------ -------- -------- 1 2-#7 2.00 Bottom Bars _Continuous_ Discontinuous Span Bars Cover Bars Length Start Cover ---- ------ -------- ------ -------- -------- -------- 1 2-#7 2.00 Transverse Reinforcement: Spacing (in) Span Stirrups (2 legs each unless otherwise noted) ---- -------------------------------------------------------------------- 1 8-#3 @ 7.5 + <-- 43.0 --> + 8-#3 @ 7.5 ---------------------------------------------- -------------------------------------------------------------------- [2) DESIGN RESULTS Flexural Capacity Units x (ft), As (in'2) , PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 1.20 1.20 -82.31 82.31 0.500 1.20 1.20 -82.31 82.31 5.225 1.20 1.20 -82.31 82.31 7.250 1.20 1.20 -82.31 82.31 9.275 1.20 1.20 -82.31 82.31 14.000 1.20 1.20 -82.31 82.31 14.500 1.20 1.20 -82.31 82.31 Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 16.56 12.57 0.000 0.750 ----- ----- 34.33 18.79 0.000 0.750 5.460 0.0292 7.5 34.33 13.91 1.880 5.460 9.040 ----- ----- 6.29 4.64 5.460 9.040 13.750 0.0292 7.5 34.33 13.91 12.620 13.750 14.500 ----- ----- 34.33 18.79 14.500 Slab Shear Capacity ------------------- Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in"4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 1993 1741 Middle 4573 1594 19.03 37.20 1993 51.86 1741 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive_ Dtotal ---- -------- -------- -------- 1 0.184 0.110 0.294 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) 'pan Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- -------- 1 0.239 1.377 0.329 0.384 0.439 0.623 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 59.3 lb <=> 4.09 lb/ft <=> 6.132 lb/ft"2 spBeam v3.11 C StructurePoint 10-02-2013, 01:28:20 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-31 INVESTIG.slb Page 4 Bottom Bars: 59.3 lb <=> 4.09 lb/ft <=> 6.132 lb/ft'2 /zf Stirrups: 21.1 lb <=> 1.45 lb/ft <=> 2.178 lb/ft"2 Total Steel: 139.6 lb <=> 9.63 lb/ft <=> 14.442 lb/ft"2 Concrete: 15.3 ft"3 <=> 1.06 ft"3/ft <=> 1.583 ft"3/ft"2 STRUCTURAL DESIGN11 1 2 � TC ENGINEERING,INC. CA LIC,No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No,74099 78C5 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261.0321 tcstructuralengineering@gmail.com ` �C^ PROJECT: � G 12 AQ PAGE NO.: DATE: SUBJECT: DESIGNED BY: 91, _. _..._ 33 ,. t c fl� 42 L=2�,60501,-�. DL_2I/40C acv l -- 77 - .. . ' 14 �= GGcl45 =vt r?- f, f..._ter' dt2 �f cl) 0111 .0 z!n T, STRUCTURAL DESIGN 1 TC ENGINEERING,INC. CA LIC.No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructuralengineering@gmail.com PROJECT: �. a ['2 t-\\ PAGE NO.: SUBJECT: S C L U E? DATE: DESIGNED BY: 1 - ... z_ ifcs LL _ r r L5j F :... . ...... ... ..... 2A X2 4 M/ LL ?67 �72-�� 5f)O' 4 1j 5:pX P ri ti spBeam v3.11 © StructurePoint 10-02-2013, 04:16:23 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-4 R2.slb Page 1 i � n L 7 000000 00 00 00000 000000 00 00 00000 00000 O 0000000000 00 O 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 O 00 00 00 00 00 O 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright ® 1992-2009, STRUCTUREPOINT, LLC All rights reserved ------------------------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1) INPUT ECHO General Information File name: P:\2013\Billy Blanco\Calcs\Beams\2B-4 R2.slb Project: 9350 NE 12 AVE Frame: 2B-4 R2 Engineer: Code: ACI 318-08' Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- SlabslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi EC = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2) , Wb (lb/ft) Jize Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 0 StructurePoint 10-02-2013, 04:16:23 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-4 R2.slb Page 2 Span Data , Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 13.160 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 20.00 9.87 Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 166.67 0.000 166.67 13.160 Dead 1 1187.00 0.000 1187.00 13.160 Live 1 497.00 0.000 497.00 13.160 Live/Odd 1 497.00 0.000 497.00 13.160 Live/Sl 1 497.00 0.000 497.00 13.160 Live/S2 1 497.00 0.000 497.00 13.160 Reinforcement Criteria Slabs and Ribs Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 & Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------ ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.35 5.00 0.35 5.00 %- Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in lst Stirrup 3.00 in There is more than 12 in of concrete below top bars. spBeam v3.11 ® StructurePoint 10-02-2013, 04:16:23 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-4 R2.slb Page 33i -�2 ---------------------------------------------- [2] DESIGN RESULTS Dp Reinforcement ---------------- ---------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in"2) , Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 0.00 0.500 0.000 2.628 0.000 0.000 --- Middle 0.67 0.00 6.580 0.000 2.628 0.000 0.000 --- Right 0.67 0.00 12.660 0.000 2.628 0.000 0.000 --- Top Bar Details --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in''2) , Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 52.36 6.456 0.508 2.619 2.487 0.669 2-#6 Bottom Bar Details ------------------ Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#6 0.00 13.16 --- Flexural Capacity ----------------- ----------------- Units: x (ft), As (in"2) , PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.00 0.88 0.00 67.93 0.500 0.00 0.88 0.00 67.93 4.756 0.00 0.88 0.00 67.93 6.580 0.00 0.88 0.00 67.93 8.404 0.00 0.88 0.00 67.93 12.660 0.00 0.88 0.00 67.93 13.160 0.00 0.88 0.00 67.93 Longitudinal Beam Shear Reinforcement Required Units: d (in) , Start, End, Xu (ft) , PhiVc, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 18.13 13.76 2.010 3.838 11.06 2.010 0.0067 3.838 5.666 6.63 3.838 0.0000 5.666 7.494 2.21 7.494 0.0000 7.494 9.322 6.63 9.322 0.0000 9.322 11.150 11.06 11.150 0.0067 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 5 @ 8.2 + <-- 65.8 --> + 5 @ 8.2 Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft) , PhiVc, PhiVn, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 18.13 13.76 0.000 0.750 ----- ----- 35.54 15.92 0.000 0.750 3.838 0.0267 8.2 35.54 11.06 2.010 3.838 9.322 ----- ----- 6.88 6.63 9.322 9.322 12.410 0.0267 8.2 35.54 11.06 11.150 12.410 13.160 ----- ----- 35.54 15.92 13.160 Slab Shear Capacity ------------------- units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ i --- Not checked --- spBeam v3.11 ® StructurePoint 10-02-2013, 04:16:23 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-4 R2.slb Page4 Deflections Section properties ------------------ Units: Ig, Icr, Ie (in"4) , Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 2914 2039 Middle 5333 1476 21.08 29.29 2914 40.05 2039 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.082 0.078 0.160 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- -------- 1 0.101 2.000 0.202 0.261 0.280 0.362 Material Takeoff ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 39.5 lb <=> 3.00 lb/ft <=> 4.506 lb/ft"2 Stirrups: 13.8 lb <=> 1.05 lb/ft <=> 1.571 lb/ft"2 Total Steel: 53.3 lb <=> 4.05 lb/ft <=> 6.077 lb/ft"2 Concrete: 14.6 ft"3 <=> 1.11 ft"3/ft <=> 1.667 ft'3/ftA2 spBeam v3.11 0 StructurePoint 10-02-2013, 04:15:29 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-14,2B-15,2B-16 R2.slb Page 1 fel 000000 00 00 00000 000000 00 oC• 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 O 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 oo (TM) ------------------------------------------------------- spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright 0 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy, of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design esign or engineering documentsre ared in connection with P P t the use of the spBeam program. [1) INPUT ECHO -- ________________________________________________ General Information ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\2B-14,2B-15,2B-16 R2.slb Project: 9350 NE 12 AVE Frame: 2B-14,2B-15,2E-16 R2 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 4 Floor System: One-Way/Beam Live load pattern ratio = 1000 Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- S1absiBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy_ = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ------------------ Units: Db (in), Ab (in''2), Wb (lb/ft) ize Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 ##14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 m StructurePoint 10-02-2013, 04:15:29 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-14,2B-15,2B-16 R2.slb Page 2 Span Data ' a Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 8.000 0.00 0.333 0.333 0.00 2 Int 16.660 0.00 0.333 0.333 0.00 3 Int 7.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 20.00 5.19 2 0.00 0.00 0.00 8.00 20.00 9.52 3 0.00 0.00 0.00 8.00 20.00 4.54 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha cib c2b Hb Red- ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 3 0.00 0.00 0.000 12.00 8.00 10.000 0 4 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned 4 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 166.67 0.000 166.67 8.000 2 166.67 0.000 166.67 16.660 3 166.67 0.000 166.67 7.000 Dead 1 1005.00 0.000 1005.00 8.000 2 1275.00 0.000 1275.00 16.660 3 1275.00 0.000 1275.00 7.000 Live 1 250.00 0.000 250.00 8.000 2 250.00 0.000 250.00 16.660 3 250.00 0.000 250.00 7.000 Live/Odd 1 250.00 0.000 250.00 8.000 3 250.00 0.000 250.00 7.000 Live/Even 2 250.00 0.000 250.00 16.660 Live/S1 1 250.00 0.000 250.00 8.000 Live/S2 1 250.00 0.000 250.00 8.000 2 250.00 0.000 250.00 16.660 Live/S3 2 250.00 0.000 250.00 16.660 3 250.00 0.000 250.00 7.000 ,ive/S4 3 250.00 0.000 250.00 7.000 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars Min Max Min Max ------- ------- ------- ------- spBeam v3.11 ® StructurePoint 10-02-2013, 04:15:29 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-14,2B-15,2B-16 R2.slb Page 3 Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in -� Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 45 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.35 5.00 0.35 5.00 %- Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars: ----------------------------------------------------------------------- [2] DESIGN RESULTS Top Reinforcement ----------------- Units: Width (ft) , Mmax (k-ft), Xmax (ft) , As (in"2) , Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 4.16 2.950 0.509 2.628 2.576 0.051 2-#5 *3 Middle 0.67 14.57 5.050 0.509 2.628 2.576 0.180 2-#5 *3 Right 0.67 34.89 7.500 0.509 2.628 2.576 0.438 2-#5 *3 2 Left 0.67 32.23 0.500 0.509 2.628 2.576 0.404 2-#5 *3 Middle 0.67 0.00 8.330 0.000 2.628 0.000 0.000 --- Right 0.67 33.35 16.160 0.509 2.628 2.576 0.418 2-#5 *3 3 Left 0.67 35.57 0.500 0.509 2.628 2.576 0.447 2-#5 *3 Middle 0.67 16.02 2.600 0.509 2.628 2.576 0.198 2-#5 *3 Right 0.67 5.42 4.400 0.509 2.628 2.576 0.067 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- --- --- --- --- ------- ------- ------- ------- ------- 1 --- --- 2-#5 8.00 --- --- 2 2-#5 4.50 --- --- 2-#5 4.50 --- 3 --- --- 2-#5 7.00 --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 2.51 1.750 0.509 2.628 2.576 0.031 2-#5 *3 2 0.67 33.46 8.206 0.509 2.628 2.576 0.420 2-#5 *3 3 0.67 1.53 5.750 0.509 2.628 2.576 0.019 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#5 0.00 8.00 --- 2 2-#5 0.00 16.66 --- 3 2-#5 0.00 7.00 --- Flexural Capacity ----------------- ----------------- Units: x (ft) , As (in"2) , PhiMn (k-ft) spBeam v3.11 ® StructurePoint 10-02-2013, 04:15:29 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-14,213-15,2B-16 R2.slb Page 4 Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ ✓ T- 1 0.000 0.62 0.62 -48.84 48.84 0.500 0.62 0.62 -48.84 48.84 2.950 0.62 0.62 -48.84 48.84 4.000 0.62 0.62 -48.84 48.84 5.050 0.62 0.62 -48.84 48.84 7.500 0.62 0.62 -48.84 48.84 8.000 0.62 0.62 -48.84 48.84 2 0.000 0.62 0.62 -48.84 48.84 0.500 0.62 0.62 -48.84 48.84 3.284 0.62 0.62 -48.84 48.84 4.501 0.00 0.62 0.00 48.84 5.981 0.00 0.62 0.00 48.84 8.330 0.00 0.62 0.00 48.84 10.679 0.00 0.62 0.00 48.84 12.159 0.00 0.62 0.00 48.84 13.420 0.62 0.62 -48.84 48.84 16.160 0.62 0.62 -48.84 48.84 16.660 0.62 0.62 -48.84 48.84 3 0.000 0.62 0.62 -48.84 48.84 0.500 0.62 0.62 -48.84 48.84 2.600 0.62 0.62 -48.84 48.84 3.500 0.62 0.62 -48.84 48.84 4.400 0.62 0.62 -48.84 48.84 6.500 0.62 0.62 -48.84 48.84 7.000 0.62 0.62 -48.84 48.84 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in), Start, End, Xu (ft) , PhiVc, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Vu Xu I Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 2.016 4.000 5.10 4.000 0.0000 4.000 5.984 8.69 5.984 0.0067 2 18.19 13.80 2.016 3.820 13.45 2.016 0.0067 3.820 5.624 9.61 3.820 0.0067 5.624 7.428 5.77 5.624 0.0000 7.428 9.232 2.08 9.232 0.0000 9.232 11.036 5.92 11.036 0.0000 11.036 12.840 9.77 12.840 0.0067 12.840 14.644 13.61 14.644 0.0067 3 18.19 13.80 2.016 4.984 9.17 2.016 0.0067 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 <-- 39.0 --> + 5 @ 8.7 2 #3 7 @ 9.0 + <-- 64.9 --> + 7 @ 9.0 3 #3 9 @ 8.3 Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in"2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 0.000 0.750 ----- ----- 6.90 3.02 0.000 0.750 4.000 ----- ----- 6.90 5.10 4.000 4.000 7.250 0.0254 8.7 34.58 8.69 5.984 7.250 8.000 ----- ----- 34.58 12.33 8.000 2 18.19 13.80 0.000 0.750 ----- ----- 33.81 17.75 0.000 0.750 5.624 0.0245 9.0 33.81 13.45 2.016 5.624 11.036 ----- ----- 6.90 5.92 11.036 11.036 15.910 0.0245 9.0 33.81 13.61 14.644 15.910 16.660 ----- ----- 33.81 17.90 16.660 3 18.19 13.80 0.000 0.750 ----- ----- 35.63 13.46 0.000 0.750 6.250 0.0267 8.3 35.63 9.17 2.016 6.250 7.000 ----- ----- 35.63 2.56 7.000 ____b Shear Capacity ------------------- Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- 2 --- Not checked --- 3 --- Not checked --- spBeam v3.11 ® StructurePoint 10-02-2013, 04:15:29 PM Licensed to: TC, TC, License ID: P:\2013\33illy Blanco\Calcs\Beams\2B-14,2B-15,2B-16 R2.slb Page 5 Deflections Section properties ------------------ Units: Ig, Icr, Ie (in"4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 4992 4879 Middle 5333 1114 21.08 0.69 5333 0.97 5333 Right 5333 1114 21.08 -27.30 3057 -32.17 2302 2 4181 3019 Left 5333 1114 21.08 -27.30 3057 -32.17 2302 Middle 5333 1114 21.08 22.25 4701 26.07 3346 Right 5333 1114 21.08 -28.22 2873 -33.07 2208 3 4964 4864 Left 5333 1114 21.08 -28.22 2873 -33.07 2208 Middle 5333 1114 21.08 0.36 5333 0.42 5333 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 -0.005 -0.001 -0.007 2 0.048 0.021 0.070 3 -0.004 -0.001 -0.006 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- -------- 1 -0.006 2.000 -0.011 -0.012 -0.013 -0.018 2 0.054 2.000 0.107 0.123 0.129 0.177 3 -0.005 2.000 -0.010 -0.011 -0.011 -0.015 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 50.1 lb <=> 1.58 lb/ft <=> 2.372 lb/ft"2 Bottom Bars: 66.0 lb <=> 2.09 lb/ft <=> 3.129 lb/ft"2 Stirrups: 38.6 lb <=> 1.22 lb/ft <=> 1.829 lb/ft"2 Total Steel: 154.7 lb <=> 4.89 lb/ft <=> 7.330 lb/ft"2 Concrete: 35.2 ft"3 <=> 1.11 ft"3/ft <=> 1.667 ft"3/ft"2 spBeam v3.11 0 StructurePoint 10-07-2013, 10:21:08 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-17 R2.slb Page //1 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 o0 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) - ----------------------------------------------- spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright c 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the. program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. --------------------------------------------------------- ____________________________________________________________ [1] INPUT ECHO General Information ------------------- ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\2B-17 R2.slb Project: 9350 NE 12 AVE Frame: 213-17 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25%- of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- SlabsIBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in) , Ab (in"2) , Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 ® StructurePoint 10-07-2013, 10:21:08 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-17 R2.slb Page 2 Span Data 1 Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc Ll t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 5.330 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 20.00 4.00 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa; Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb ------ ---- ------------ ------------ ------------ ------------ SELF 1 166.67 0.000 166.67 5.330 Dead 1 230.00 0.000 230.00 5.330 Live 1 140.00 0.000 140.00 5.330 Live/Odd 1 140.00 0.000 140.00 5.330 Live/S1 1 140.00 0.000 140.00 5.330 Live/S2 1 140.00 0.000 140.00 5.330 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 g Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.35 5.00 0.35 5.00 °s Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. spBeam v3.11 c StructurePoint 10-07-2013, 10:21:08 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-17 R2.slb Page 3 /3' ---------------------------------------------------------------------------------- [2] DESIGN RESULTS lop Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft) , Xmax (ft) , As (in"2) , Sp (in) Span Zone Width Mmax Xmax ASMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 0.00 0.500 0.000 2.628 0.000 0.000 --- Middle 0.67 0.00 2.665 0.000 2.628 0.000 0.000 --- Right 0.67 0.00 4.830 0.000 2.628 0.000 0.000 --- Top Bar Details Units Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft) , Mmax (k-ft), Xmax (ft) , As (in''2) , Sp (in) Span Width Mmax Xmax AsMin ASMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 2.49 2.665 0.509 2.628 2.576 0.030 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#5 0.00 5.33 --- :xural Capacity Units: x (ft) , As (inA2) , PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.00 0.62 0.00 48.84 0.500 0.00 0.62 0.00 48.84 2.015 0.00 0.62 0.00 48.84 2.665 0.00 0.62 0.00 48.84 3.315 0.00 0.62 0.00 48.84 4.830 0.00 0.62 0.00 48.84 5.330 0.00 0.62 0.00 48.84 Longitudinal Beam Shear Reinforcement Required ---------------------------------------- Units: d (in) , Start, End, Xu (ft), PhiVc, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 2.016 3.314 0.45 3.314 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #5 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft) , PhiVc, PhiVn, Vu (kip) , Av/s (in'2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 0.000 5.330 ----- ----- 6.90 1.87 5.330 Slab Shear Capacity ------------------- - ----------------- Tnits: b, d (in) , Xu (ft) , PhiVc, Vu(kip) span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- Deflections Section properties ---------------- spBeam v3.11 m StructurePoint 10-07-2013, 10:21:08 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-17 R2.slb /Pa�1ge 4 Units: Ig, Icr, Ie (in"4) , Mcr, Mmax (k-ft) Load Level t Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 5333 5333 Middle 5333 1114 21.08 1.41 5333 1.91 5333 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.000 0.000 0.000 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda - - -Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- 1 0.000 2.000 0.001 0.001 0.001 0.001 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 11.1 lb <=> 2.09 lb/ft <=> 3.129 lb/ftA2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 11.1 lb <=> 2.09 lb/ft <=> 3.129 lb/ft"2 Concrete: 5.9 ft'3 <=> 1.11 ft"3/ft <=> 1.667 ft^3/ft"2 spBeam v3.11 ® StructurePoint 10-07-2013, 10:28:51 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-6,2B-4 R2.slb /Page 1 000000 0o 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 0o 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) ---------------------------------------------------- spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright 0 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. ------------------------------------------------------------- [1] INPUT ECHO General Information ------------------- ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\2B-6,2B-4 R2.slb Project: 9350 NE 12 AVE Frame: 2B-6 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 259- of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- SlabslBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- Units: Db (in) , Ab (in'2) , Wb (lb/ft) ize Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 ® StructurePoint 10-07-2013, 10:28:51 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-6,2B-4 R2.slb Page 2 Span-Data Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 8.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 20.00 6.00 Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red°s ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 10.000 0 2 0.00 0.00 0.000 12.00 8.00 10.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 166.67 0.000 166.67 8.000 Dead 1 1275.00 0.000 1275.00 8.000 Live 1 185.00 0.000 185.00 8.000 Live/Odd 1 185.00 0.000 185.00 8.000 Live/S1 1 185.00 0.000 185.00 8.000 Live/S2 1 185.00 0.000 185.00 8.000 Reinforcement Criteria ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ _Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.35 5.00 0.35 5.00 % Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is more than 12 in of concrete below top bars. spBeam v3.11 c StructurePoint 10-07-2013, 10:28:51 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\2B-6,2B-4 R2.slb -- - -----Page 3 [2] DESIGN RESULTS ------------------------------------------------------------------------------------------------------------------ p Reinforcement --------------- --------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (in"2) , Sp (in) Span Zone Width Mmax Xmax ASMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 0.00 0.500 0.000 2.628 0.000 0.000 --- Middle 0.67 0.00 4.000 0.000 2.628 0.000 0.000 --- Right 0.67 0.00 7.500 0.000 2.628 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- Bottom Reinforcement -------------------- Units: width (ft) , Mmax (k-ft) , Xmax (ft) , As (in"2) , Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 16.21 4.000 0.509 2.628 2.576 0.200 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#5 0.00 8.00 --- Flexural Capacity ----------------- ---------------- Units: x (ft) , As (in"2) , PhiMn (k-ft) Span x ASTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.00 0.62 0.00 48.84 0.500 0.00 0.62 0.00 48.84 2.950 0.00 0.62 0.00 48.84 4.000 0.00 0.62 0.00 48.84 5.050 0.00 0.62 0.00 48.84 7.500 0.00 0.62 0.00 48.84 8.000 0.00 0.62 0.00 48.84 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in) , Start, End, Xu (ft) , PhiVc, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 2.016 4.000 4.02 2.016 0.0000 4.000 5.984 4.02 5.984 0.0000 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #5 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , Start, End, Xu (ft) , PhiVc, PhiVn, Vu (kip) , Av/s (in"2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 18.19 13.80 0.000 8.000 ----- ----- 6.90 8.10 0.000 Slab Shear Capacity ------------------- ------------------- Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) pan b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4) , Mcr, Mmax (k-ft) Load Level spBeam v3.11 ° StructurePoint 10-07-2013, 10:28:51 AM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Dales\Beams\2B-6,2B-4 R2.slb Pa e_4 Ie,avg Dead Dead+Lille Spar. Dead Dead+Live Zone Ig Icr vier Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 5333 5333 Middle 5333 1114 21.08 11.53 5333 13.01 5333 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.006 0.001 0.007 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ---- -------- ------ -------- -------- -------- -------- 1 0.007 2.000 0.013 0.014 0.014 0.021 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 16.7 lb <=> 2.09 lb/ft <=> 3.129 lb/ft"2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft'2 Total Steel: 16.7 lb <=> 2.09 1b/ft <=> 3.129 lb/ft"2 Concrete: 8.9 ft^3 <=> 1.11 ft�3/ft <=> 1.667 ft^3/ft"2 )44- , FIRST FLOOR BEAM A DESIGN ...7 STRUCTURAL DESIGN 14- 6- TC 4- 6- TC ENGINEERING,INC. CA LIC,No 30288 CONSULTING ENGINEERS ANTONIO CANELAS,P.E. LIC.No.74099 7805 SW 24 ST SUITE 106 MIAMI,FL.33155 PHONE.(305)261-0321 tcstructurelenginee2ring@gmail.com p� PROJECT: Y J Q f E Li 6 PAGE NO.: SUBJECT: �J d G) 'U ��1=;� /� DATE: DESIGNED BY: �. ✓ _ _...: .. �r _ .. �..L �y ....... t l U n VicL 4,5c.. 7" _ f t spBeam v3.11 c StructurePoint 10-02-2013, 01:41:31 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-l.slb p Page 1 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 00 (TM) ------------------- ------------------------------------------------------ spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright 0 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. ---------------------------------------------------------------------------------------------------- ---(11 INPUT INPUT ECHO General Information ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\1B-l.slb Project: 9350 NE 12 AVE Frame: 1B-1 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- S1abslBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in) , Ab (in"2) , Wb (lb/ft) lize Db Ab Wb Size Db Ab Wb --- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.11 ® StructurePoint 10-02-2013, 01:41:31 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-l.slb Page 2 Span Data -�-� Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 10.410 0.00 0.333 0.333 0.00 2 Int 4.000 0.00 0.333 0.333 0.00 RC Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 8.00 12.00 7.81 2 0.00 0.00 0.00 8.00 12.00 6.00 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, c1b, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 12.000 0 2 0.00 0.00 0.000 12.00 8.00 12.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned ad Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.200 1.200 1.600 Line Loads Units: Wa, wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 100.00 0.000 100.00 10.410 2 100.00 0.000 100.00 4.000 Dead 1 175.00 0.000 175.00 10.410 2 175.00 0.000 175.00 4.000 Live 1 350.00 0.000 350.00 10.410 2 350.00 0.000 350.00 4.000 Live/Odd 1 350.00 0.000 350.00 10.410 Live/Even 2 350.00 0.000 350.00 4.000 Live/Sl 1 350.00 0.000 350.00 10.410 Live/S2 1 350.00 0.000 350.00 10.410 2 350.00 0.000 350.00 4.000 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 %- Cover 2.50 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in spBeam v3.11 ® StructurePoint 10-02-2013, 01:41:31 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-i.slb !!Page 3 Reinf ratio 0.35 5.00 0.35 5.00 % { - Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2] DESIGN RESULTS Top Reinforcement Units Width (ft) , Mmax (k-ft), Xmax (ft) , As (in^2) , Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.67 0.00 0.500 0.000 1.400 2.576 0.000 2-#5 Middle 0.67 0.39 6.617 0.271 1.400 2.576 0.009 2-#5 *3 Right 0.67 5.96 9.910 0.271 1.400 2.576 0.139 2-#5 *3 2 Left 0.67 5.45 0.500 0.271 1.400 2.576 0.127 2-#5 *3 Middle 0.67 2.31 1.725 0.271 1.400 2.576 0.053 2-#5 *3 Right 0.67 0.67 2.775 0.271 1.400 2.576 0.015 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- 2-#5 10.41 --- --- 2 --- --- 2-#5 4.00 --- --- Bottom Reinforcement Units Width (ft) , Mmax (k-ft) , Xmax (ft), As (in^2) , Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.67 10.77 4.957 0.271 1.400 2.576 0.254 2-#5 *3 2 0.67 0.00 2.251 0.000 1.400 0.000 0.000 --- NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#5 0.00 10.41 --- 2 --- --- Flexural Capacity Units x (ft) , As (in"2) , PhiMn (k-ft) Span x AsTop ASBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.62 0.62 -25.12 25.12 0.500 0.62 0.62 -25.12 25.12 3.793 0.62 0.62 -25.12 25.12 5.205 0.62 0.62 -25.12 25.12 6.617 0.62 0.62 -25.12 25.12 9.910 0.62 0.62 -25.12 25.12 10.410 0.62 0.62 -25.12 25.12 2 0.000 0.62 0.00 -25.12 0.00 0.500 0.62 0.00 -25.12 0.00 1.725 0.62 0.00 -25.12 0.00 2.000 0.62 0.00 -25.12 0.00 2.775 0.62 0.00 -25.12 0.00 4.000 0.62 0.00 -25.12 0.00 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- Units: d (in) , Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in"2/in) Span d PhiVc Start End Vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -------- 1 9.69 7.35 1.307 2.421 3.22 1.307 0.0000 spBeam v3.11 ® StructurePoint 10-02-2013, 01:41:31 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\iB-l.slb Page 4 2.421 3.535 2.22 2.421 0.0000 3.535 4.648 1.23 3.535 0.0000 C I 4.648 5.762 1.18 5.762 0.0000 5.762 6.875 2.17 6.875 0.0000 6.875 7.989 3.16 7.989 0.0000 7.989 9.103 4.15 9.103 0.0067 2 9.69 7.35 1.307 2.654 2.40 1.307 0.0000 2.654 4.000 1.20 2.654 0.0000 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 <-- 86.9 --> + 5 @ 4.5 2 #5 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in) , ,Start, End, Xu (ft) , PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 9.69 7.35 0.000 0.750 ----- ----- 3.68 4.38 0.000 0.750 7.989 ----- ----- 3.68 3.22 1.307 7.989 9.660 0.0494 4.5 28.88 4.15 9.103 9.660 10.410 ----- ----- 28.88 5.32 10.410 2 9.69 7.35 0.000 4.000 ----- ----- 3.68 3.56 0.000 Slab Shear Capacity ------------------- ------------------- Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in'4) , Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 1152 1152 Middle 1152 281 7.59 2.71 1152 6.15 1152 Right 1152 281 7.59 -2.20 1152 -5.00 1152 2 1152 1152 Left 1152 281 7.59 -2.20 1152 -5.00 1152 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.011 0.014 0.024 2 -0.005 -0.006 -0.011 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- -------- 1 0.014 2.000 0.028 0.038 0.042 0.052 2 -0.006 2.000 -0.013 -0.017 -0.019 -0.024 Material Takeoff Reinforcement in in the Direction of Analysis ------------------------------------------ Top Bars: 30.1 lb <=> 2.09 lb/ft <=> 3.129 lb/ft"2 Bottom Bars: 21.7 lb <=> 1.51 lb/ft <=> 2.260 lb/ft"2 Stirrups: 4.1 lb <=> 0.28 lb/ft <=> 0.424 lb/ft'2 Total Steel: 55.8 lb <=> 3.88 lb/ft <=> 5.813 lb/ft^2 Concrete: 9.6 ft'3 <=> 0.67 ft"3/ft <=> 1.000 ftA3/ft�2 spBeam v3.11 c StructurePoint 10-02-2013, 01:42:17 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-2.slb Page 1 J 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 oo (TM) -------------------------------------------------------------------------------- spBeam v3.11 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright c 1992-2009, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. ---------------------------------------------------------- ---------------------------------------------- [1] INPUT ECHO General Information ------------------- ------------------- File name: P:\2013\Billy Blanco\Calcs\Beams\1B-2.slb Project: 9350 NE 12 AVE Frame: 1B-2 Engineer: Code: ACI 318-08 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100 Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 25%- of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam-column joint NOT selected. Torsion analysis and design selected. Stirrups in flanges (if available) NOT selected. Compatibility torsion NOT selected. Material Properties ------------------- S1abslBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy-coated fyt = 60 ksi Es = 29000 ksi forcement Database ------------------ ------------------ _nits: Db (in) , Ab (in"2) , Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---- -------- -------- -------- ---- -------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 spBeam v3.11 ® StructurePoint 10-02-2013, 01:42:17 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-2.slb Page 2 #18 2.26 4.00 13.60 Span Data Slabs Units: L1, wL, wR (ft) ; t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- -------- -------- -------- -------- -------- 1 Int 9.080 0.00 0.417 0.417 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---- -------- -------- -------- -------- -------- -------- 1 0.00 0.00 0.00 10.00 12.00 6.81 Support Data Columns Units: cla, c2a, clb, c2b (in) ; Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Reds ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 12.00 8.00 12.000 0 2 0.00 0.00 0.000 12.00 8.00 12.000 0 Boundary Conditions ------------------- Units: Kz (kip/in) ; Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------ --------- --------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---- -------- -------- -------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 U3 1.200 1.200 1.000 U4 1.200 1.200 0.000 U5 1.200 1.200 0.000 U6 1.200 1.200 1.000 U7 1.200 1.200 1.000 U8 0.900 0.900 0.000 U9 0.900 0.900 0.000 U10 1.200 1.200 1.000 U11 1.200 1.200 1.000 U12 0.900 0.900 0.000 U13 0.900 0.900 0.000 Line Loads Units: Wa, Wb (lb/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 125.00 0.000 125.00 9.080 Dead 1 175.00 0.000 175.00 9.080 Live 1 350.00 0.000 350.00 9.080 Live/Odd 1 350.00 0.000 350.00 9.080 Live/S1 1 350.00 0.000 350.00 9.080 Live/S2 1 350.00 0.000 350.00 9.080 Line Torque Units: Wa, Wb (k-ft/ft) , La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ Dead 1 0.44 0.000 0.44 9.080 ive 1 0.88 0.000 0.88 9.080 Live/Odd 1 0.88 0.000 0.88 9.080 Live/Sl 1 0.88 0.000 0.88 9.080 Live/S2 1 0.88 0.000 0.88 9.080 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs spBeam v3.11 ® StructurePoint 10-02-2013, 01:42:17 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-2.slb /Page ^3y Top bars_ _Bottom bars_ ! / Min Max Min Max J ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 g Cover 2.50 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ _Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.35 5.00 0.35 5.00 Cover 2.00 2.00 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. -------------------------------------------------------------------------- ---------------------------------------- (2] DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft) , Xmax (ft) , As (in'2) , Sp (in) Span Zone Width Mmax Xmax ASMin AsMax SpReq AsReq Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ------- 1 Left 0.83 0.00 0.500 0.000 1.750 0.000 0.000 --- Middle 0.83 0.00 4.540 0.000 1.750 0.000 0.000 --- Right 0.83 0.00 8.580 0.000 1.750 0.000 0.000 --- Top Bar Details Units Length (ft) Left _Continuous Right Span Bars Length Bars Length. Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft) , Mmax (k-ft) , Xmax (ft) , As (inA2) , Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------- ---------- -------- -------- -------- -------- -------- ------- 1 0.83 9.47 4.418 0.339 1.750 4.576 0.222 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------- Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 2-#5 0.00 9.08 --- Flexural Capacity ----------------- ----------------- Units: x (ft) , As (in"2) , PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----- ------------ ------------ 1 0.000 0.00 0.62 0.00 25.50 0.500 0.00 0.62 0.00 25.50 3.328 0.00 0.62 0.00 25.50 4.540 0.00 0.62 0.00 25.50 5.752 0.00 0.62 0.00 25.50 8.580 0.00 0.62 0.00 25.50 9.080 0.00 0.62 0.00 25.50 itudinal Beam Shear And Torsion Reinforcement Required ------------------------------------------------------- - -------------------------------------------------------- Section properties ------------------ Units: d, pcp, pch (in) , Acp, Ach, Ao (in'2) PhiVc (kip) , PhiTcr (k-ft) , PhiSvt (ksi) Span d pcp ph Acp Aoh Ao PhiVc PhiTcr PhiSvt ---- -------- -------- -------- ---------- ---------- ---------- -------- -------- -------- 1 9.69 44.00 30.00 120.000 55.484 47.162 9.19 5.17 0.474 spBeam v3.11 m StructurePoint 10-02-2013, 01:42:17 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\113-2.slb Page 4 Required transverse reinforcement --------------------------------- Units: Start, End, Xu (ft) , Vu (kip) , Tu (k-ft), of (ksi) Av/s, At/s, A(v+2t)/s (in^2/in) Span Start End Vu Tu of Xu Comb/Patt Av/s At/s A(v+2t)/s ---- -------- -------- -------- -------- -------- -------- --------- -------- -------- --------- 1 1.307 2.385 2.97 6.22 0.429 1.31 U2/All 0.0000 0.0176 0.0352 2.385 3.462 1.98 4.15 0.286 2.38 U2/All 0.0000 0.0117 0.0235 3.462 4.540 0.99 2.07 0.143 3.46 U2/All 0.0000 0.0059 0.0117 4.540 5.618 0.99 2.07 0.143 5.62 U2/All 0.0000 0.0059 0.0117 5.618 6.695 1.98 4.15 0.286 6.70 U2/All 0.0000 0.0117 0.0235 6.695 7.773 2.97 6.22 0.429 7.77 U2/All 0.0000 0.0176 0.0352 Required longitudinal reinforcement ----------------------------------- Units: Start, End, Xu (ft) , Tu (k-ft) , Al (in"2) Span Start End Tu Xu Comb/Patt Al ---- -------- -------- -------- -------- --------- -------- 1 1.307 2.385 6.22 1.31 U2/All 0.528 2.385 3.462 2.07 3.46 U2/All 0.456 *5 3.462 4.540 1.65 3.68 U2/All 0.492 *5 4.540 5.618 1.65 5.40 U2/All 0.492 *5 5.618 6.695 2.07 5.62 U2/All 0.456 *5 6.695 7.773 6.22 7.77 U2/All 0.528 NOTES: *5 - Minimum longitudinal reinforcement required. Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in) . Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 27 @ 3.5 Longitudinal Torsional Reinforcement Details -------------------------------------------- -------------------------------------------- Units: Start (ft) , Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---- ------- ------- ------- ------- ------- ------- 1 --- 4-#5 0.00 4.93 --- 4-#5 4.15 4.93 Beam Shear And Torsion Capacity ------------------------------- Section properties ------------------ Units: d, pcp, pch (in) , Acp, Ach, Ao (in"2) PhiVc (kip) , PhiTcr (k-ft) , PhiSvt (ksi) Span d pcp ph Acp Aoh Ao PhiVc PhiTcr PhiSvt ---- -------- -------- -------- ---------- ---------- ---------- -------- -------- -------- 1 9.69 44.00 30.00 120.000 55.484 47.162 9.19 5.17 0.474 Beam shear and torsion transverse reinforcement capacity in terms of provided and required area ----------------------------------------------------------------------------------------------- Units: Start, End, Xu (ft) , Sp (in) , A(v+2t)/s (in"2/in) Vu (kip), Tu (k-ft) , of (ksi) Provided Required Span Start End A(v+2t) Sp A(v+2t)/s Xu Vu Tu Comb/Patt of A(v+2t)/s ---- -------- -------- -------- -------- --------- -------- -------- -------- --------- -------- --------- 1 0.000 0.750 ----- ----- ------ 0.00 4.18 8.74 U2/All 0.60 0.0494 *3 0.750 3.928 0.220 3.50 0.0629 1.31 2.97 6.22 U2/All 0.43 0.0352 3.928 5.152 0.220 3.50 0.0629 5.15 0.56 1.18 U2/All 0.08 0.0000 *2 5.152 8.330 0.220 3.50 0.0629 7.77 2.97 6.22 U2/All 0.43 0.0352 8.330 9.080 ----- ----- ------ 9.08 4.18 8.74 U2/All 0.60 0.0494 *3 NOTES: *2 - Torsion ignored (Tu < PhiTcr/4) . *3 - Section is not adequate. Combined shear stress is too high (vf > PhiSvt) . Beam torsion longitudinal reinforcement capacity in terms of provided and required area --------------------------------------------------------------------------------------- Units: Start, End, Xu (ft) , Al (in"2), Tu (kip) Provided Required Span Start End Al Xu Tu Comb/Patt Al ---- -------- -------- -------- -------- -------- --------- -------- 1 0.000 0.750 ----- 0.00 8.74 U2/All 0.741 0.750 3.928 1.240 1.31 6.22 U2/All 0.528 3.928 5.152 ----- 3.93 1.18 U2/All 0.000 *2 5.152 8.330 1.240 7.77 6.22 U2/All 0.528 8.330 9.080 ----- 9.08 8.74 U2/All 0.741 NOTES: *2 - Torsion ignored (Tu < PhiTcr/4) . Slab Shear Capacity spBeam v3.11 ® StructurePoint 10-02-2013, 01:42:17 PM Licensed to: TC, TC, License ID: P:\2013\Billy Blanco\Calcs\Beams\1B-2.slb Page 5 Units: b, d (in) , Xu (ft) , PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---- -------- -------- -------- ------------ ------------ ------------ 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4) , Mcr, Mmax (k-ft) Load Level Ie,avg DeadDead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 1440 1440 Middle 1440 294 9.49 3.09 1440 6.69 1440 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---- -------- -------- -------- 1 0.008 0.010 0.018 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ---- -------- ------ -------- -------- -------- -------- 1 0.011 2.000 0.021 0.029 0.031 0.039 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft"2 Bottom Bars: 18.9 lb <=> 2.09 lb/ft <=> 2.503 lb/ft^2 Torsion Bars: 41.1 lb <=> 4.53 lb/ft <=> 5.434 lb/ft"2 Stirrups: 24.5 lb <=> 2.70 lb/ft <=> 3.242 lb/ft"2 Total Steel: 84.6 lb <=> 9.32 lb/ft <=> 11.180 lb/ft^2 Concrete: 7.6 ft"3 <=> 0.83 ft^3/ft <=> 1.000 ft"3/ft"2