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RC-15-1844 E Miami Shores Village ` 10050 N.E.2nd Avenue NE • • Miami Shores,FL 33138-0000 Phone: (305)795-2204 3E Expiration: 04/20/2016 Project Address Parcel Number Applicant 230 NE 107 Street 1122310130670 BENJELLOUN HASSAN Miami Shores, FL 33161- Block: Lot: Owner Information Address Phone Cell BENJELLOUN HASSAN (305)207-0606 Contractor(s) Phone Cell Phone $38,000.00 Valuation: PAHER CONSTRUCTION CORP Total Sq Feet: 362 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Tie Beam Bond Beam Type of Construction:ADDITION OF A GARAGE ON EAST Occupancy:Single Family Window Door Attachment Stories: Exterior. Slab Front Setback: Rear Setback: Termite Letter Left Setback: Right Setback: Framing Bedrooms: Bathrooms: Insulation Plans Submitted:Yes Certificate Status: Drywall Screw Certificate Date: Additional Info: Trusses Plan Submittal Bond Return: Classification:Residential Roof Sheathing Spot Survey Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Wall Sheathing CCF $22.80 Rake Beam CO/CC Fee $150.00 Invoice# RC-7-15-56440 Footing DBPR Fee $17.10 07/23/2015 Check#:1069 $360.00 $1,637.00 Window and Door Buck DCA Fee $17.10 10/232015 Credit Card $ 1,637.00 $0.00 Roof Trusses Education Surcharge $7.60 Density Miscellaneous Fee $200.00 Fill Cells Columns Permit Fee $1,140.00 Wire Lathe Plan Review Fee(Engineer) $120.00 Final Building Plan Review Fee(Engineer) $120.00 Declaration Of Use Pian Review Fee(Engineer) $160.00 Review Electrical Scanning Fee $12.00 Review Electrical Technology Fee $30.40 Review Planning Total: $1,997.00 Review Structural Review Structural Review Mechanical Review Building Review Building Review Building Review Building Review Structural Review Plumbing construction and onin uth ore,I a orizb the above-named contractor to do the work stated. October 23, 2015 Autho d :Owner / Applicant / Contractor / Agent ate Buil ' epartment Copy October 23,2015 2 FBY�4� IVED $Zb Miami Shores Village1.2015 Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 t Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION UNE PHONE NUMBER:(305)762-4949 FBC 201y , �- BUILDING Master Permit NoR� / ��/ PERMIT APPLICATION Sub Permit No. `BUILDING ❑ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION []RENEWAL ❑PLUMBING r-1 MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF 0 CANCELLATION E1SHOP CONTRACTOR DRAWINGS JOB ADDRESS: S • City. Miami Shores County Miami Dade Zip• g, ' Folio/Parcel#: %I•• 12 V l '• '' Opp¢O Is the Building Historically Designated:Yes NO x Occupancy Type: r-* Load: Construction Type: 1-0 Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 4466!J413 J* .&A03 s 1 bV Wt: Phone#: j!Q! (P �l�S/ d� • Address: 0-0 iJro LQ*- 01r City: t4%A4 tt Qdj0R�►• State: al1�.• Zip: 3 0 I re I Tenant/Lessee Name: Phone#: Email: l•11s.�.v5�� M G�iM• CONTRACTOR:Company Name: O IL1 Phone#:U16 ffft Ofd 5 . Address: ?moo J00 .� City: TA 1.4441 State: Ame— Zip: �s�+►�rv� • Qualifier Name: 'Ptfi' 'C"� ' �EZ.' Phone#: 86 too �jgg�► State Certification or Registration#: 44CC, 04 2*j!""1 Certlficate of Competency#: DESIGNER:Architect/Engineer: G�L.� WL C'i+PVZo Phone#: wtrz "P nom"? Address: .4440r0 ego " V o CityStater.. Zip: Value of Work for this Permit:$ .®60, o0 Square/Unear Footage of Work: Type of Work: JZ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 3kWO tOy &W Aw- 4-i"GaLUs GsI• O-OWS Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ _ _ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Educatlon Fee$ Double-Fee$ f Structural Reviews$ Bond �5- 2-G-O� TOTAL FEE NOW DUE$ G 0Q (Revhed02/24n014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip 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. 1 understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing Information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the Issuance of,a building permit with an estimated value exceeding$2300,the applicant must promise in good falth that a copy of the notice of commencement and construction lien law brochure . red to the person whose property is subject to attachment Also,a certified copy of the recorded notice of commence nt must be post at the job site for the,first inspection hich occurs seven (7) days after the building permit is issued In th absence of such po ed notice, the inspection will not be a oved and a reinspection fee will be charged. • Signature Signature NNER or AGENT CON CTOR The f nstrument was acknowledged before me this The foregoing in rument was acknowledged before me this day o€ u 2O S .by l S day ofy .20 l T by �#E6f�S fi.+ 4XIVAkW�ho is personally known-to d �' ho is personally known to me or wh If as me or wh �Ae vu a r�N as �J� b1iAr8�t8 4 / Y CO MI SION#FFt h. 64 identificat identifica Zv i 00th. OF NOTARY NOTARY P Sign- G v Sign: Print: Print• Seal: Seal: ############################### ############################################################################ APPROVED BY �Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) r E.; C; '' WtAW wl inose Tax Receipt Local B S State of. Florida, iami_ a County, _ ppNQTPaY THIS mora Bu LBT 4507357 p E KPiRES i s pCAT www1AL SEPTEMBER 3Q,207E PAHER C NSTRUCt10N CORP 4706613 bP,,Sup�CounW St pimsCode 3650 SW Be cr I Chapter aA-Ax.9&'o MWA FL 33165 P^yMgMT WWOVE0 SEC.TYP@ OFBUb�CONTACTOR BY TAX COU"CTOR Ovow" 196 GENERAL $75.00 07/14/2014 PAHER 6msmicnoN CORP CGCO62M CHECK21-14-017269 workers) 1 �ate tam. �t��18p��sTex Tke � Y local aoto �ae m6todcL lnsw- . := t ioOlsoomI veldd� D Code Sec sa-M The OcErTNO.ebmmwb,&PWWaGaUcgwoAstAo R Two,, i il r SEE OTHER SIDE STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CGCOW59 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 HERNANDEZ, PABLO EM10,PAHER CONSTRUCTIO�3650 SW 88T1. COURT ,,MIAMI -FL3316 ' ' *� 'n� g4- k ISSUED: 07103122014 DISPLAY AS REQUIRED BY LAW SEQ# L140703OW1063 ACORD„ CERTIFICATE OF LIABILITY INSURANCE 08/13/20 5 PRODUCER Serial# B3027 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION OVERSEAS INSURANCE AGENCY ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O.BOX 162936 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. MIAMI,FLORIDA 33116 INSURERS AFFORDING COVERAGE INSURED PARER CONSTRUCTION CORP INSURERA: WESTERN WORLD INSURANCE COMPANY 3650 SW 88 CT INSURER B: MIAMI FL 33165 INSURER C: INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. am TYPE OF INSURANCE POLICY NUMI3ER POLICY EFFECTIVE POLICY EXPIRATNON Ulm GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE(Arty an fire) $ 100,000 CLAIMs MADE 0 OCCUR NPPS153170 5/17/2015 5/17/2016 MED EXP(Any we person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 1,000,000 GEWL AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP)OPAGG $ 1,000,000 POLICY PRO LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANYAUTO (Ea accident) $ ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per pew) HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per��) $ PROPERTYDAMAGE $ (P--ddard) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANYAUJTO EAACC $ OTHER THAN AUTO ONLY: AGG $ EXCESS LIABILITY EACH OCCURRENCE $ OCCUR FICLAIMS MADE AGGREGATE $ DEDUCTIBLE $ RETENTION $ $ LIABILITY WORKERS CONIPENSATWNAND X OW LIaAITS ER E.L.EACH ACCIDENT $ E.L.DISEASE-EA EMPLOYEE $ E.L.DISEASE-POLICY LIMIT $ OTHER DESCWPITON OF OPERATENS"A=7I0NSNEHICLESM XCLUISONS ADDED BY ENDORSEMENTISPECIAL PROVISIONS OPERATION AS GENERAL CONTRACTOR CERTIFICATE HOLDER I jAwmomALIKSURED;IKSURMLETTl9L— CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLIOS BE CANCELLED BEFORE THE EXPIRATION BUILDING DEPARTMENT DATE THEREOF,THE ISSUING INSIIRER WILL ENDEAVOR TO WML 30 DAYS WRITTEN MIAMI SHORES VILLAGE NOTICE TO THE CERTIFICATE HOLDER NAIAED TO THE LET,BUT FAILURE TO DO SO SHAM 10050 NE 2 AVE WKISE NO OBLIGATION OR LIABILITY OF ANY NM UPON THE INSURER,ITS AGENTS OR MIAMI SHORES VILLAGE I�IffNrATIVES FL 33138 &7W7 ' '°" '�TAT� nr� ACORD 25-S(7/97) 0 ACORD CORPORATION 1988 PLEASE CUT OUT CARD BELOW AND RETAIN FOR FUTURE REFERENCE - - - - - - - - - - � - - - - - - 7 - - - - - - - IMPORTANT I STATE OF FLORIDA I Purewd to Chapter 440.05(14),F.S.,an officer of a corporation DEPARTMENT OF FINANCIAL SERVICES Iwho elects exemption from this chapter by IBM a certificate of DIVISION OF WORKERS'COMPENSATION F election under tlds section may not recover beneftts or compensation under this chapter. 1 cONSTRucTION INDusTRv EXEMPTION 10 I 1 tTa OF etac,mrt To ae EXEMPT MON FLORIDA I L Pursuant to Chapter 440.06(14 F.S.,Certificates of alecion to WORKEW COMP M710M LAW D be exempt..apply only within the scope of the business or trade 1 EFFECTIVE DATE: 4AM5 magenTtw+oprE 4AM7 I listen an the notice of election to be exempt. 1 1 PEA6otl: HERNANDEZ PABLO E 1H Pursuant to Chapter 440.05(13),F.S.,Notices of election to be FEN: 851070048 I E exempt and certificates of election to be exempt shall be BUSINESS NAME AND ADDRESS: R subject to revocation if,at any time after the filing of the notice 1 PARER CONSTRUCTION CORP 1 E or the issuance of the cwdcat%the,person named on the i I section for Issuance of a certifioatm The department shall revoke 1 1 um few es CT I a owlificate at any time for taikire ofthe parson named an the 11111" FL 33185 I trertlHcste to meat the req*ements of this section. I 1 SCOPES OF BUSINESS OR TRA I I LICENSED GENERAL I ONTRACTOR DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 OUESTIONS7(850)413-1809 O Miami,Rug, �, Shores Village - Building Department 1p� ► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Notice to Owner— Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers'Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees,including the owner,must obtain workers'compensation coverage. Corporate officers or members of a limited liability company{LLC) in the construction industry may elect to be exempt if. 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership, 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers'compensation exemption.In these circumstances,Miami Shores Village does not require verification of workers'compensation insurance coverage from the contractor's company. Therefore.you MU by personally liable for the worker compensation injuries of myperson allowed to work under this permit. Please check with your insurance carrier since must property insurance policies DO NOT cover this type of liability. BY STGN,NG BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOT, AND UNDE STAND TTS CONTENTS. Owner �,� ( on r Print Name: Prim Name: 'C b Signature: Signature- State of Fla State of Florida) County of Miami Dade) County of Mi '-Dade) Sworn to an Sworn to tdI re m day of C' NO day of MARIA MA1 M I'SSl 424 MY COMMISSION#FF151424 EXPIRES:October 19,2018 By EXPIRES:OMW 19,2018 y {SEAT.) {SEAT.) T e of Id cation produced Type of Iden' cation produced Coe PAHGR C0STUCT10. ;CARP 3650 SW 88 CT, Miami Fl.33165 Phone:786-256-3755 Email: paher2013@yahoo.com Date: State of 4RIOV4 ► County oft�" .•• Before me this day personally appeared who,being duly sworn, deposes and says: That he or she will be the only person working on the project located at: Sworn to (or affirmed)and subscribed before me this JW04 day of -AA?CA04'f" .20 es , by Personally know V OR Produced Identification Type of Identification Produced N. �� isi UBn4ry� blp2�� :00909 : �Noiss, '.a • NOW'S %e'N7 Print,Type or Stam ame Notary f 468 E.9 STREET HIALEAH, FL 33010 P.O.BOX 1418 HIALEAH,FL 330114418 e#. PHONE: (305)885-4966 FAX: (305)885-4969 Notice of Preventative Treatment for Termites } (As required by Florida Building Code(FBC) 104.2.6) 230 NE, M St"I-f* M iamU FL Address of Treatment or Lot/Block of Treatment g:oDaffl Date Time Applicator 4o nad. Product Used Chemical used(active ingredient) Number of gallons applied IDD W ft Percent Concentration Area treated(square feet Linear feet treated Poriwni-w Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) As per 104.2.6-If soil chemical barrier method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. If this no i e ' al exterior tment,initial and date this line Authorized Signature. Y • H American Testing Materials Engineering, LLC.Testing laboretwW—Engineering Inspection Ser*n Ownft—Dditg—Environmental SerAm PROCTOR COMPACTION TEST RESULT Date 11/4/2015 10rder Number 15-1103 Client Paher Constructkm Corp. dress 15860 W.Dixie HighiM North M6arni Beach,Florida Project SFR addition Address 230 NE.107th Stre,Mparni Shores,Florida Sample Location stock pile at the job site. Soil Descripthm Yelkmr coral rock with silica sand mix Sampled By EV To LABORATORY TESTING RESULTS ISample Number: I 1 The roao.ao 1estym oa,aieoed m aecar va me stmderd meaads for aoeaaeroerv*rewons arson uov a lob Hammer st 18•&wAAWM Des n T-180. %Moist. Den. 5.5 111.0 PROCTOR 7.0 113.0 115 8.4 114.6 12.0 112.3 114 urrr Moisture 8.4 I F %Max Den 114.6 Dry 1123113 106.8dation Teat/ CSING 314"Sieve 76% G 112 Sampled By EV Tested By AD 111 CheckedBY WC I Typed bm 110 4 5 6 7 8 8 10 11 12 13 Moisture ReVeW* 0Q ryh UIQ®Special Build �/®o TATE OF e Should arty subsoil cor0forrs In the property(arm)tested be fowW ditfetert.from reported on our Density Test,AMERICAN TESTING MATERIALS ENGINEERING,LLC.Is not As a mutual protection to ciertt,the public and ourselves,all reports we submitted 8s tl1e ,and authorization c for publication of statsmwts, ormfusions or extracts from our reports Is reserved. °jHee��...... ti ' III AMERICAN TESTING MATERIALS ENGINEERING, LLC. Testing Laboratories-Engineering Inspection Services-Chemist-Drilling-Environmental Services 3878 West 30th Avenue,Hollywood,Florida 33312-Phone:954-587-2479 Fax:954791-6998 Field Density Test of Compacted Solis ASTM D-8195 Client: Paher Construction Corp. Order 0: 16.1103 Address. 15660 W.Dbde Highway,North Miami Beach,FI. Date: 11/4/2018 Project: S.F.R(Addition) Gauge SIN: 38837 Address. 230 KE 107th Street,Miami Shores,Florida Phone No: Attention: Test Number Location(s) 1 East side of house;addition;continuous footing;south side enter area. 2 East side of house;addition;continuous footing;east side center area. 3 East side of house;addition;continuous footing;north side enter area. Description of Matedet. 1yellow conal rock with sigce sand mbr Fill Backflli Subgrade x Base Rock Tested B : EV Footing Test Number 1 2 3 Depth(in) 12" 12" 12" Field Density LB/Cu Ft(Dry Density) 113.1 112.8 113.2 Moisture Contents 8.5 8.3 8.7 L m Density in the Field(%) 98.7 98A 98.8 ction Requirement by Specs(%) 98.0 98.0 96.0 aximum Density(Lab)AASHTO T180 114.6 114.6 114.6 m Moisture(%) 9.4 9.4 9.4 PASS PASS PASS Remarks: Typed By: BM Res11Y q��a® EN � r #8 W , rrl,P.E. 1481 RICIAI STWgrf4ATER1ALS E7NdE ..LLC, oo StmuM any Sit sW carAfts In fhe properly(ww)bested be found dist from those wed an ft tsswd bre r est, Anwkw T tY ,LLC Is M to be MW As a mut W p cbecft to cert,the ps&9c anti masek*%d rapmts are submtl0ed as itis=MdendW propa*of dwa,and auftft Ion for publlca*m of staternerrta,corckmbm or ew i n- from our reports Is reserved. CESAR M. CANO A.I.A. a r c h i t e c t 4906 Campo Sano Ct. Coral Gables,FL 33146 Phone(305)740 7929 Fax (305)740 7929 Letter Monday,November 02,2015 To:Yiilage of Miami Shores Building Department 10050 NE 2nd Ave Miami,FL 33175 Re:230 NE 107 ST Miami Shores,FL 33138 Permit Number:RC 15-1844 Dear Sir or Madam: This letter certifies that I have found that the soil conditions are similar to those upon which the design was based, and are in substantial accordance with the approved permit plans. Please,do not hesitate to contact if any additional information is required. Sincerely /YV�Wl Cesar M.Cano Cesar M.Cano A.I.A. State of Florida Registration#4929 Page 1 of 1 k HAmerican Testing Materials Engineering, LLC.TeAft IsborabDrim-Engineering hwpec8on SerAw OwmW-Ddit-Environmental Services PROCTOR COMPACTION TEST RESULT Data 11/4/2015 10rder Number 11r,110 Client Paher Cionstrucion Corp. Address 15880 W.Dixie Highway,North Miami Beach,Florida Prqled SFR addklon Address 230 NE.107th Street,Miami Shares,Florida Swnple Location stock pile at the job site. Soil Description Yellow coral rock with silica sand mix Sampled By EV lRewwTo LABORATORY TESTING RESULTS ISample Number: 1 Trre 0,-, -g test was ewducted m accordance with me stsrberd meemd9 for Momar uy re{Uons of80 using a 10b Hon nw at 18•drop A-ASKM Designa8on T-180. %AAolsL I Dry Den. 5.5 111.0 PROCTOR 7.0 113.0 115 9.4 114.8 12.0 112.3 114 R Moisture 9A : Den 114.8 112.3113Dens 108.9n Tcatl 3/4"Slave T8% G 112 Sam pled B EV Ted D 111 Checked WQ I bm 110 4 5 8 7 8 9 10 11 12 13 Molatkue 'o �� ROspeCOUly • • '� a W P.E.NJOI Special iris ':Thr irk ;•Q &=W any subsoil In the property(arca)bested be found d iffer and from t4>ase r�ell I W!an our Derafty Tss MWERICAN TESTING MATERIALS ENGINEERING LLC.is not to beheld `. As a mutual prolectio to cNent,Ste public and okaseives,all reports are submitted as the Nuutik�tt .and auftrizadw for pubkatkm of staternents,conclusions or extracts from our reports Is reserved. AMERICAN TESTING MATERIALS ENGINEERING, LLC. Testlng Laboratories-Engineering Inspection Services-Chemist-Drilling-Environmental Services 3876 West 30th Avenue,Hollywood,Florida 33312-Phone:954587-2479 Fax:954791-6998 Field Density Test of Compacted Soils ASTM D-5195 Client Paher Construction Corp. Order 0: 15.1103 Address. 15660 W.Dixie Highway,North Miami Beach,FI. Date: 11/4/2015 Project S.F.R(Addition) Gauge SIN: 35837 Address. 230 KE 107th Street,Miami Shores,Florida Phone No: itention: Test Number Location(s) 1 East side of house;addition;continuous footing;south side enter area. 2 East side of house;addition;continuous footing;east side enter area. 3 East side of house;addition;continuous footing;north side or area. Description of Material: yellow coral rock with silk a sand mix Fill I Backfill Subghade x Base Rock rested By: EV I Footi Test Number 1 2 3 Depth On) 12" 12" 12" Field Density LB/Cu Ft(Dry Density) 113.1 112.8 1132 Molsture Contents 8.5 8.3 8.7 Maximum Density in the Field(%) 98.7 98.4 98.8 Compaction Requirement by Specs(%) 98.0 98.0 98.0 100%Maximum Density(Lab)AASHTO T180 114.6 114.6 114.6 Optimum Moisture(%) 9.4 9.4 9.4 Status PASS PASS PASS Remarks: Typed By: BM Respectfully, Z ` P .. E .pi's a� s W uadri. 1 AMEENGVN TE AAATERiIA r Should any subsoq r•,oriditions in the propeity(area)tested be tound differera trap tttm on the faded on our est, Anrekn T UsterWs .LLC is not to be held #A 01 i° As a mutual protedton to dent,the pubft and waselvas,aU reports are wA muted as the confkWntkd property of dieMs,and audorhation for publication of staterrrerb,cordusions or extracts iron our repats Isreserved. //11®C 082359 CGC 062359 �AaEaaNruMIaa CORP 3650 SW 88 CL Miami,FL 33165 Phone(786)256-3755 Paher2013@yshoo.com p q oc Iq' V 2M Proposal Contract Bx: PROPOSAL SUBMITTED TO: PHONE DATE 712212015 NAME Mr.Hassan Benjelloun JOB NAME New addition to residence. STREET 230 No 107 St. STREET 230 No 107 St cmr Miami State FL 33138 cmr Miami STATE FL 33138 We hereby submit specifications and estimate for: General requirement: dumpster,portable toilets etc.Water and power by owner. Demolition:as plans. Structural worts:as plans.Footing,slab(concrete finish),cbu walls,tie beam,columns,wood trusses and sheathing. Roofing:work area only to match the existing roof. Stucco:worts area only.Exterior and Interior walls. Drywall&Insulation:Ceiling only.Texture finish. Painting:Work area only.Exterior match to the existing paint.interior white calling and walls. Primer&one coat of paint. Windows: Remove and re Install existing two windows at east side wall.Close and patch the existing opening. French door.as plans.impact glass,white frame,full view and clear glass. Garage door.as pians.Hurricane approve and automatic closer. Electrical work:as plans.Lamps by owner. Contractor labor. Run time the job 70 working days. The price Include labor and materials.No Include permit fee,landscaping,surveying,engineering letter or inspections or others work no mentioned above. Plans:313012015 We hereby propose to furnish tabor and material-complete in accordance with the above specifications,for the sum of. dollar $38000.00 With made as follows: 30%permit ready,20%slab,20•A sheathing,20%rough,10%final All material Is guaranteed to be as specdtied.AN work to be completed In a wo mmffke manner according to standard pryrAny or deviall from above specifications Involving extra costs will be executed only upon written orders,and will become and extra dirge over and abAll ag eyrie contingent upon strikes,aoddents or delays beyond out control.This proposal subject to acceptance within 30 days and is void thereaundersigned. Authorized Signature: ACCEPTANCE OF PROPOSAL The above prices,specifications and conditions are hereby accepted.You are authorized to do the work as specified. Payment will be made as outlined above: ACEPTED: 'j Signature: Date: S /"� Signature: CGC 0621wCocimm 359 PAHER CONSTRUCTION CORP 36W SW 88 CL Miami,FL 33165 Phone(786)256-3755 Paher2013@yahoo.com Proposal Contract PROPOSAL SUBMITTED TO: PHONE DATE 7/22/2015 NAME Mr.Hassan Benjeiloun JOB NAME New addition to residence. STREET 230 No 107 St STREET 230 No 107 St cmr Miami State FL 33138 cdTY Miami STATE FL 33138 We hereby submit specifications and estimate for: General requirement: dumpster,portable toilets etc.Water and power by owner. Demolition:as plans. Structural work:as plans.Footing,slab(concrete finish),cbu walls,tie beam,columns,wood trusses and sheathing. Roofing:work area only to match the existing roof. Stucco:work area only.Exterior and Interior walls. Drywall&Insulation:Ceiling only.Texture finish. Painting:Work area only.Exterior match to the existing paint Interior white ceiling and walls.Primer&one coat of paint. Windows:Remove and re install existing two windows at east side wall.Close and patch the existing opening. French door.as plans.Impact glass,white frame,full view and clear glass. Garage door.as plans.Hurricane approve and automatic closer. Electrical work:as plans. Lamps by owner. Contractor labor. Run time the job 70 woridng days. The price Include labor and materials.No Include permit fee,landscaping,surveying,engineering letter or inspections or others work no mentioned above. Plans:3/30/2015 We hereby propose to furnish labor and material-complete in accordance with the above specifications,for the sum of: dollar $38000.00 with made as follows: 30%permit ready,200A slab,20%sheathing,20%rough,10%final Ail material is grmranteed to be as speed.Ati work to be completed In a workmanlike Manner according to standard prattihas. or above � g extra costs, will be executed only upon written orders,and will become and extra charge over and above estimate.All contingent upon strikes,accidents or delays beyond out control.This proposal subject to acceptance within 30 days and is vols thereafter the opts undersigned. Authwb ed Signaturs: ACCEPTANCE OF PROPOSAL The above prices,specifications and condition are hereby accepted.You are authorized to do thenwork as specked. Payment will be made as outlined above: ACEPTED: �j Signature: Date: � t � � �/✓ Signature: '0/1 ®FGZmi55 PAiHER CONSTRUCTION CORP 3850 SW 88 CL Miami,FL 33165 Ph(786)256 3755 PaheM13fyahoo corn SubContractor Agreement This agreement, is made this 5 day of, September,2015 ,by and between Paher Construction Corp. Hereinafter called the Contractor and All Dade General Construction hereinafter called Subcontractor,who is licenced company able to perform maintenance and construction works. Witnesses,that the Contractor and Subcontractor,for the consideration named agree as follow: First.the Subcontractor agree to furnish all materials and perform all work necessary to complete the work as agree to and describe below. Roofing work In addition as plans date 3130=5 On the stricture located at 230 Ne 107 St Miami Shorne Work will be above structure,according to the plans and specifications. Second:The Subcontractor shall warrants it is adequately for Worker's Compensation and General Liability Insurance for injury to its employees and other,incurring lass or injury as a result of the act of subcontractor or its employees. Third:The Contractor shall pay the amount of: $4500.00 the Subcontractor for the material and labor lo be performed as follow: Fourth:AU work shall be completed in a workmanship like manner and in compliance lance with all building g codes and other applicable laws and to be performed under the direction,supervision and control of the Contractor. Fi r The Subcontractor shall furnish to the Conte appropiate releases or walvers of lien for all work performed and materials at the time the last payment shall be made. Sixth:All work orders or change orders shall be in writing and signed by Contractor and Subcontractor. Seventh:The Subcontractor at its own expense obtain all permits necessary for the work to be performed. Eighth:The Subcontrator agree to remove all debris and leave the premises In broom clan. Ninth.The Subcontractor shall be liable for any delay due to circumstances under his control. Tenth:The Subcontraclor warrants all work shall be finish on time. Eleventh:All disputes hereunder resolved by binding arbitration in accordance with the rules of the American Arbitration Assoc' n. aStA4 Paher 'on Corp. Sub Contractor Pablo E.Hernandez -Xo,w 4 e ~ Print Name Print Name 4 • I ®ZGZ awss PARER CONSTRUCTION CORP 3850 SW W Ct.Mlarni,FL 33165 ph(786)286 3756 PWwr2013@ptm.com SubContractor Aareement This agreement,is made this 5 day of, September,2015 ,by and between Paher Construction Corp. Hereinafter called the Contractor and Pinar Electric MD hereinafter called Subcontractor,who is licenced company able to perform maintenance and construction works. Witnesses,that the Contactor and Subcontractor,for the consideration named agree as follow. First the Subcontractor agree to furnish all maters and perform all work necessary to complete the work as agree to and describe bellow: Edi work in addition as plans date X15 On the structure located at: 230 No 107 St Nlilami Shore Work will be above structure,according to the plans and specifications. Second:The Subcontractor shall warrants it is adequately for Worker's Compensation and General Liability Insurance for injury to its employees and others incurring loss or injury as a result of the act of subcontractor or its employees. Third:The Contractor shall pay the amount of: $1500.00 the Subcontractor for the material and labor to be performed as follow: Fourth:All work shall be completed in a workmanship like manner and in compliance with all building codes and other applicable lows and to be performed under the direction,supervision and control of the Contractor. FM:The Subcontractor shall furnish to the Contractor appropiate releases or waivers of lion for all work performed and materials at the time the last payment shall be made. Sixth:AN work orders or change orders shall be in writing and signed by Contractor and Subcontractor. Seventh:The Subcontractor at its own expense obtain all permits necessary for the work to be performed. Eighth:The Subconbator agree to remove all debris and leave the premises in broom clean. Ninth:The Subcontractor shall be liable for any delay due to circumstances under his control. Tenth:The Subcontractor warrants all work shall be finish on time. Eleventh:All disputes hereun resolved by binding arbitration in accordance with the rules of the American Arbitration Assoc' Pa ction Corp. Sub Contractor Pablo E.Hernandez Jesus Orta Print Name Print Name 1 Miami Shores Village Building Department 10050 NE a Ave. CITY Miami Shores, FL 33138 W IN 305-795-22041 Fax 305-756-8973 OP NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMpLo ywb INSPECTOR UNDER THE FLORIDA BUILDING CODE. I(We)have been retained by- VJ"A44 �special Infector servicers under the Florida Building Code 5cTM Edition{2014)and Miaml Dade Cou Adminibsth1 ve Code at the Zoo I*& lob- CIV project on the below structure as of o o {date).)am a registered archi rclessional gineer lioertse I in the of rida. . )'recess Number. �� G a,Inspeft for Reintmed Matronry,&K ton 2122.4 of the FBC P Edition( 2014 _Miami Dade County Administrative Code,Article II Section 8-22 Special Inspector for _Trusses>35 It.long or a tt high _S raming and Connection welded or bolted °"Soil Compaction —Pmcast Attachments --Ranting Applications,Lt Weight Insul.Conc. _.Other Note:Only the marked boxes apply cn c f011(n individuals)employed by this film or me is authorized representative to perform 3. 4. educe or o Wilzing authorized representatives shall insure the suthoriud repmMative is Qualified by pa faamm the duties assign by Special Inspector. The qualifications shall inch licensure as a professional engineer or ar Aitet graduation from an ocW r registration Som an architectural education program; �j on gr�mI�� damentals Examination; registration as building inspector or general contractor I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I(we),understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building mandatory inspections,as required by the Florida Building Code,musDepartment Inspector. All Building Department.Inspections performed by the Special performed by the Miami Shores the mandatory inspections performed by the department. Further, hired by the owner are in addition to Building Permit;I will submit to the Buildingcompletion ct work under each Inspection log form and a sealed statement r at tate time of the final inspection the completed Professional judgment those to the best of my knowledge,belief and Code and are in substantial portions eQt•Qu od v0° ft intent of the Florida Building Vdance with:he appr-Qvpi*,* 00: Engineer/Architect Signed and Date. . . . • • • . . . . . • • . .. . . Print ... . •• µta•M t 1 40L "16-P . . . . . . . . . . . .. .. . . . .. .. ••• • • • ••• • • JOAQUIN MONTESINO P R O F E S S 1 O N A L E N G I N E E R 13781 SW 66 ST.8220 MIAMI,FL 33183 Phone(786)252 2768 STRUCTURAL CALCULATIONS NEW GARAGE ADDITION TO A RESIDENCE 230 NE 107 ST,MIAMI SHORES, FL INDEX PAGES 1 TO 7 : WIND PRESSURE PAGES 8 TO 11 : TRUSS REACTIONS PAGESI2 TO 15 : WALL MEMBER DESIGN PAGES 16 TO 21 : ROOF BEAMS B-1 PAGES 22 TO 27 : ROOF BEAM B-2 PAGES 28 TO 29 : EXISTING WALL FOOTING .. ... . . . . . .. 0 *00 000 • ; ; . .. . . ••' " ' JOAQUIN MONTESINO 5tite of Florida ••! • ; ; : ':' jegisiration#69969 • • . . � ; • ' . • .. .. / A • •• •; '• ••• Mage 1 of 1 ... • g� o MecaWind Pro v2 . 2 . 2 . 7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: E:\h benjelloun\WIND.wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) 175.00 mph Structural Category m IS Exposure Category C Natural Frequency m N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 St = 1.00 Am = 0.15 BM Q 0.65 Cc m 0.20 1 m 500.00 ft Epsilon = 0.20 Zmin 15.00 ft Slope of Roof = 2.002 : 12 Slope of Roof(Theta) 9.47 Deg Ht: Mean Roof Ht = 10.42 ft Type of Roof = HIPPED RHt: Ridge Ht = 12.50 ft Eht: Eave Height = 8.33 ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ Sofit Bldg Length Along Ridge = 90.00 ft Bldg Width Across Ridge= 46.00 ft Length of Hipped Ridge m 55.00 ft Roof Slope on Hip End = 12.07 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 m 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*0)/(1+1.7*3.4*lzm)) .e 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z 3.44 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph MMMS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 •• ••• • • • • • •• • See Fig 27:6-2 for pampetww Pyt 37.6.2 �,.�p� ��yy mean M&ht wanpfmwu T 27-6-1 Kan POI i p e{ nn ti "? t A) �E b i 4A k ! Hipped Roof RAWcdge preswm ff I or 3 as amficable P.4 Wind Datvooll M4dm Pressures for Wind Normal to 90 ft wali (Normal to Ridge) • 3 WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir 0.51 h: Height to top of Windward Wall a 8.33 ft ph: Net Pressure at top of wall (windward + leeward) 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) m 38.70 psf ps: Side wall pressure acting away from wall = .54 * ph = -20.90 psf pl: Leeward wall pressure acting away from wall - .38 * ph = -14.71 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 23.99 psf pw0: Windward wall press Q bot acting toward wall m p0-pl 23.99 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean ROOF Height s 10.415 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 9.47 Deg Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 10' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 m -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 .00 psf Povh3: Overhang pressure for zone 3 m .00 psf Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description 8ress Area Fs FY FZ Ns My Na psf fe2 Kip Kip Kip K-ft K-ft R-ft ------------------------------------------------------------------------------------- Roof (0 to h/2) -36.05 194 .00 -1.15 6.89 140.9 .0 .0 Roof (0 to h/2) -36.05 7 -0.04 .00 0.25 5.7 -11.3 1.0 Roof (0 to h/2) -36.05 7 0.04 .00 0.25 5.7 11.3 -1.0 Roof (h/2 to h) -32.18 353 .00 -1.87 11.19 192.4 .0 .0 Roof (h/2 to h) -32.18 15 -0.10 .00 0.46 8.7 -19.2 1.9 Roof (h/2 to h) -32.18 15 0.10 0.00 0.46 8.7 19.2 -1.9 Roof (h/2 to h) -32.18 8 -0.04 .00 0.27 5.0 -11.9 0.8 Roof (h/2 to h) -32.18 8 0.04 .00 0.27 5.0 11.9 -0.8 Roof (h to 2h) -26.37 625 .00 -2.71 16.26 175.1 .0 .0 Roof (h to 2h) -26.37 73 -0.41 .00 1.88 23.5 -73.3 5.2 Roof (h to 2h) -26.37 73 0.41 0.00 1.88 23.5 73.3 -5.2 Roof (h to 2h) -26.37 17 -0.07 .00 0.44 5.5 -19.6 0.9 Roof (h to 2h) -26.37 17 0.07 .00 0.44 5.5 19.6 -0.9 Roof (>2h) -26.37 519 .00 -2.25 13.49 29.7 .0 .0 Roof (>2h) -26.37 131 -0.74 .00 3.38 14.1 -120.4 3.1 Roof (>2h) -26.37 131 0.74 -0.00 3.38 14.1 120.4 -3.1 Roof (>2h) -26.37 17 -0.07 .00 0.44 1.8 -19.6 0.3 Roof (>2h) -26.37 • • • 0.07 .00 0.44 1.8 19.6 -0.3 Roof (>2h) •• ••• • a2 7 • il" .00 7.33 43.97 -428.1 .0 .0 Roof (>2h) • ••i2 431 -0.24 .00 1.41 -16.9 -62.9 -2.8 Roof (>2h) •• •• • •2�.3: �•� 549 0.24 .00 1.41 -16.9 62.9 2.8 Roof (0 to h/21 ••� ••-*3 45 • •is? .00 -1.11 6.63 149.8 .0 .0 Roof (>2h) •• -26.37 187 .00 0.81 4.85 -109.6 .0 .0 Windward Wall 23.99 750 .00 17.99 .00 74.9 .0 .0 Leeward Wall7 14-11, •i5�0 • .00 11.03 .00 45.9 .0 .0 Side Wall • •�• ••-+20.90 83 78.01 .00 .00 .0 33.4 .0 Side Wall • • •� 0.tO • •380 • -8.01 .00 .00 .0 -33.4 0 Roof (0 to %P2) �• • 6.08• •••d •A0.01 .00 0.06 1.4 -2.7 0.3 Roof (0 to*74:2) • •136.0% 2 0.01 .00 0.06 1.4 2.7 -0.3 Roof (>2h) -26.37 206 -1.16 .00 5.31 -40.7 -196.3 -8.9 Roof (>2h) -26.37 206 1.16 .00 5.31 -40.7 196.3 8.9 -------------------------------------------------------------------- Total .00 7081 -0.00 28.07 131.12 287.5- - --0 0 -0.0 Normal to Ridge - Base Reactions - Walls-Only +GCpi Description Press Area rX ry rz Mx My Mz psf ft^2 Rip Rip Rip K-ft R-ft R-ft ------------------------------------------------------------------------------------- Windward Wall 23.99 750 .00 17.99 .00 74.9 .0 .0 Leeward Wall -14.71 750 .00 11.03 .00 45.9 .0 .0 Side Wall -20.90 383 -8.01 .00 .00 .0 33.4 .0 Side Wall -20.90 383 8.01 .00 .00 .0 -33.4 .0 ------------------------------------------------------------------------------------- Total .00 2266 .00 29.01 .00 120.8 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area 8'x PS► Fz Ms My Mz psf ft^2 Rip Rip Rip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 23.99 750 .00 17.99 .00 74.9 .0 .0 Leeward Wall -14.71 750 .00 11.03 .00 45.9 .0 .0 Side Wall -20.90 383 -8.01 .00 .00 .0 33.4 .0 Side Wall -20.90 383 8.01 .00 .00 .0 -33.4 .0 ------------------------------------------------------------------------------------- Total .00 2266 .00 29.01 .00 120.8 .0 .0 Norma] to Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fs ry rz mu My Mz psf ft-2 Kip Rip Rip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 23.99 750 .00 17.99 .00 74.9 .0 .0 Leeward Wall -14.71 750 .00 11.03 .00 45.9 .0 .0 Side Wall -20.90 383 -8.01 .00 .00 .0 33.4 .0 Side Wall -20.90 383 8.01 .00 .00 .0 -33.4 .0 ------------------------------------------------------------------------------------- Total .00 2266 .00 29.01 .00 120.8 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fa ry rz Ma Mq Mz par ft^2 Rip Kip Rip K-ft K-ft K-ft ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Normal to Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, 2 - vertical Note (2) MIN - Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* - Area of the surface projected onto a vertical plane normal to wind. MWFRS Pressures for Wind Normal to 46 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 1.96 h: Height to top of Windward Wall 8.33 ft ph: Net Pressure at top of wall (windward 4 leeward) = 33.89 psf p0: Net Pressure at bottom of wall (windward + leeward) = 33.89 psf ps: Side wall pressure acting away from wall = .64 * ph = -21.54 psf pl: Leeward wall pressure acting away from wall = .27 * ph = -9.31 psf pwh: Windward•wal"grass•@ 1b Jcti.rw toward wall = ph-pl = 24.58 psf pw0: windward walac8iintf toward wall p0-pl = 24.58 psf •• •• • i ii i•i •• ROOF PRESSURES IPE:j. 1Btrb;l7.Z2• • •• h: Mean Voof Height = 10.415 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roo:Slope • 094 ••• ••• = 9.47 Deg Do • • • Table 27.6 i2 indibat%s%slopie las o taia$ ?.46 Deg is flat, but provides no values for Zone 1 al11 2 �ietween 9.4;deg and 144Deg, so any slope < 14 deg is treated as flat. • • •• •0 ••• •i• • • Zone Load Casal Load Casal psf psf ---- ---------- ---------- 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 10' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 .00 psf Povh3: Overhang pressure for zone 3 -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 .00 psf Povh3: Overhang pressure for zone 3 m .00 psf Along Ridge - Base Reactions - walla+Roof +GCpi Description Press Area rx Fy FZ Nx My Na psf ft^2 Kip xiP Kip R-ft K-ft R-ft -------- ------ ---- ------ ---- - ------- -- . ------- Roof (0 to h/2) -3605 96 0.72 00 337 0 -1414 0 Roof (0 to h/2) -36.05 7 .00 -0.05 0.25 5.6 -11.3 -2.4 Roof (0 to h/2) -36.05 7 .00 0.05 0.25 -5.6 -11.3 2.4 Roof (0 to h/2) -36.05 98 -0.74 .00 3.46 .0 -152.9 .0 Roof (h/2 to h) -32.18 148 -1.00 .00 4.67 .0 -180.6 .0 Roof (h/2 to h) -32.18 28 0.00 -0.15 0.90 16.8 -36.6 -6.0 Roof (h/2 to h) -32.18 28 .00 0.15 0.90 -16.8 -36.6 6.0 Roof (h/2 to h) -32.18 9 .00 -0.06 0.27 5.9 -10.9 -2.3 Roof (h/2 to h) -32.18 9 .00 0.06 0.27 -5.9 -10.9 2.3 Roof (h to 2h) -26.37 157 -0.86 .00 4.04 .0 -130.0 .0 Roof (h to 2h) -26.37 140 -0.00 -0.59 3.64 52.8 -125.6 -20.4 Roof (h to 2h) -26.37 140 .00 0.59 3.64 -52.8 -125.6 20.4 Roof (h to 2h) -26.37 17 .00 -0.09 0.44 9.7 -15.2 -3.2 Roof (h to 2h) -26.37 17 .00 0.09 0.44 -9.7 -15.2 3.2 Roof (>2h) -26.37 73 0.00 -0.31 1.90 20.4 -55.0 -8.9 Roof (>2h) -26.37 73 .00 0.31 1.90 -20.4 -55.0 8.9 Roof (>2h) -26.37 6 .00 -0.03 0.15 3.3 -4.3 -0.9 Roof (>2h) -26.37 6 .00 0.03 0.15 -3.3 -4.3 0.9 Roof (>2h) -26.37 1282 .00 -5.43 33.36 325.9 .0 .0 Roof (>Zh) -26.37 1282 .00 5.43 33.36 -325.9 .0 .0 Roof (>2h) -26.37 112 .00 -0.62 2.90 64.3 .0 .0 Roof (>2h) -26.37 112 .00 0.62 2.90 -64.3 .0 .0 Roof (>2h) -26.37 245 -0.00 -1.04 6.38 99.9 231.1 37.6 Roof (>2h) -26.37 245 .00 1.04 6.38 -99.9 231.1 -37.6 Roof (>2h) -26.37 36 .00 -0.20 0.92 20.5 33.5 7.2 Roof (>2h) -26.37 36 .00 0.20 0.92 -20.5 33.5 -7.2 Roof (>2h) -26.37 98 0.54 .00 2.53 .0 111.8 .0 Windward Wall 24.58 383 9.42 .00 .00 .0 -39.2 .0 Leeward Wall -9.31 383 3.57 .00 .00 .0 -14.9 .0 Side Wall -21.54 750 .00 16.15 .00 67.3 .0 .0 Side Wall -21.54 750 .00 -16.15 .00 -67.3 .0 .0 OH Bot Windward -27.03 92 .00 .00 -2.49 .0 114.4 .0 Roof (0 to h/2) -36.05 3 .00 -0.02 0.11 2.3 -4.8 -0.8 Roof (0 to h/2) -36.05 3 .00 0.02 0.11 -2.3 -4.8 0.8 Roof (>2h) -26.37 11 -0.06 .00 0.28 .0 -7.5 .0 Roof (>2h) -26.37 412 2.27 .00 10.61 .0 393.0 .0 Roof (>2h) -26.37 2 .00 -0.01 0.05 1.2 2.4 0.5 Roof (>2h) -26.37 2 .00 0.01 0.05 -1.2 2.4 -0.5 ---------------------------- ------------------------------- Total 10 7191.:1L C2 i :010 129.02 -0.0 -40.8 -0.0 • •• • • • • ••• • Along Ridge - Base Reacti AS - %UlsOonly+Gept •• Description Press Area rx q;FY Fz NX My Mz VA. •: t'2 ••�¢i• K • .*lip K-ft K-ft K-ft ------------------------+__._�_. ..y..,--•_____•+^--r-•----------------------------- Windward Wall 24.3$ :• 383 9:J{2 • '-*000 00 .0 -39.2 .0 Leeward Wall +hs81 • 383• 3.57 0.00 • .00 .0 -14.9 .0 Side Wall -21.54 750 .00 16.15 .00 67.3 .0 .0 Side Wall -21.54 750 .00 -16.15 .00 -67.3 .0 .0 ------------------------------------------------------------------------------------- ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �P Total .00 2266 12.99 .00 .00 .0 -54.1 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area rx F`1' rz Mx My Mz psf ft^2 Rip Rip Xip R-ft R-ft R-ft ------------------------------------------------------------------------------------- Windward Wall 24.58 383 9.42 .00 .00 .0 -39.2 .0 Leeward Wall -9.31 383 3.57 .00 .00 .0 -14.9 .0 Side Wall -21.54 750 .00 16.15 .00 67.3 .0 .0 Side Wall -21.54 750 .00 -16.15 .00 -67.3 .0 .0 OH Bot Windward -27.03 92 .00 .00 -2.49 .0 114.4 .0 ------------------------------------------------------------------------------------- Total .00 2358 12.99 .00 -2.49 .0 60.3 .0 Along Ridge - Bass Reactions - Walls Only -GCpi Description Press Area rx FY rx Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 24.58 383 9.42 .00 .00 .0 -39.2 .0 Leeward Wall -9.31 383 3.57 .00 .00 .0 -14.9 .0 Side Wall -21.54 750 .00 16.15 .00 67.3 .0 .0 Side Wall -21.54 750 .00 -16.15 .00 -67.3 .0 .0 ------------------------------------------------------------------------------------- Total .00 2266 12.99 .00 .00 .0 -54.1 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* rx ry Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Along Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof - 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Tx $Y Fz Mz My Mk Kip Kip Kip K-ft K-ft X-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi -0.0 28.1 131.1 287.5 -0.0 -0.0 Normal to Ridge Walls Only +GCpi .0 29.0 .0 120.8 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 29.0 .0 120.8 .0 .0 Normal to Ridge Walls Only -GCpi .0 29.0 .0 120.8 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 12.4 0.0 129.0 -0.0 -40.8 -0.0 Along Ridge Walls Only +GCpi 13.0 .0 .0 .0 -54.1 .0 Along Ridge Walls+Roof -GCpi 13.0 .0 -2.5 .0 60.3 .0 Along Ridge Walls Only -GCpi 13.0 .0 .0 .0 -54.1 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MOM Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 4815.48 sq. ft Note (6) LC = Load Case (Sofia p c"syres can be aero.•ref ASCE 7-10 Ch 27 Pt 2) • •• • • • • ••• • Wind Pressure on Components and.&&A"•W 3a last•U• • •• •• • • • •• •• ••• • • • ••• • • EE i d �;ii4ES.ix5IY6� }p �not f 21 1 2 2 14'2 9 M to da Mo t Rodl <0<=27 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a' _ = 4.17 ft Description Width Span Area Zone Max Min Max P Min 8 ft ft ft^2 GCp GCp psf psf ----------..-----------------------------------------------..--------..----------- Wall 0 -10 1.00 5.47 10.0 4 0.90 -1.10 36.66 -43.45 Wall 0 -10 1.00 5.47 10.0 5 0.90 -1.40 36.66 -53.63 Wall 11-20 1.00 5.74 11.0 4 0.89 -1.09 36.44 -43.20 Wall 11-20 1.00 5.74 11.0 5 0.89 -1.39 36.44 -53.14 Wall 21-30 1.00 7.93 21.0 4 0.85 -1.04 34.92 -41.52 Wall 21-30 1.00 7.93 21.0 5 0.85 -1.29 34.92 -49.77 Wall 31-40 1.00 9.64 31.0 4 0.82 -1.01 34.01 -40.50 Wall 31-40 1.00 9.64 31.0 5 0.82 -1.23 34.01 -47.74 Wall 41-50 1.00 11.10 41.1 4 0.80 -0.99 33.35 -39.77 Wall 41-50 1.00 11.10 41.1 5 0.80 -1.18 33.35 -46.27 Wall 51-100 1.00 12.37 51.0 4 0.79 -0.98 32.84 -39.20 Wall 51-100 1.00 12.37 51.0 5 0.79 -1.15 32.84 -45.14 Wall 101-200 1.00 17.41 101.0 4 0.74 -0.92 31.24 -37.42 Wall 101-200 1.00 17.41 101.0 5 0.74 -1.05 31.24 -41.59 Wall 201-500 1.00 24.56 201.1 4 0.69 -0.87 29.63 -35.63 Wall 201-500 1.00 24.56 201.1 5 0.69 -0.94 29.63 -38.00 Wall 501-1000 1.00 38.77 501.0 4 0.63 -0.80 27.49 -33.26 Wall 501-1000 1.00 38.77 501.0 5 0.63 -0.80 27.49 -33.26 Roof 0-10 1.00 5.47 10.0 1 0.50 -0.90 23.08 -36.66 Roof 0-10 1.00 5.47 10.0 2 0.50 -1.70 23.08 -63.81 Roof 0-10 1.00 5.47 10.0 3 0.50 -1.70 23.08 -63.81 Roof 11-20 1.00 5.74 11.0 1 0.49 -0.90 22.80 -36.52 Roof 11-20 1.00 5.74 11.0 2 0.49 -1.68 22.80 -63.12 Roof 11-20 1.00 5.74 11.0 3 0.49 -1.68 22.80 -63.12 Roof 21-30 1.00 7.94 21.0 1 0.44 -0.87 20.89 -35.56 Roof 21-30 1.00 7.94 21.0 2 0.44 -1.54 20.89 -58.34 Roof 21-30 1.00 7.94 21.0 3 0.44 -1.54 20.89 -58.34' Roof 31-40 1.00 9.64 31.0 1 0.40 -0.85 19.75 -34.99 Roof 31-40 1.00 9.64 31.0 2 0.40 -1.45 19.75 -55.48 Roof 31-40 1.00 9.64 31.0 3 0.40 -1.45 19.75 -55.48 Roof 41-50 1.00 11.10 41.1 1 0.38 -0.84 18.92 -34.57 Roof 41-50 1.00 11.10 41.1 2 0.38 -1.39 18.92 -53.40 Roof 41-50 1.00 11.10 41.1 3 0.38 -1.39 18.92 -53.40 Roof 51-100 1.00 12.37 51.0 1 0.36 -0.83 18.28 -34.26 Roof 51-100 1.00 12.37 51.0 2 0.36 -1.35 18.28 -51.80 Roof 51-100 •4..90►9 16.317 61.0p 3• •0.36 -1.35 18.28 -51.80 Roof 101-200 1.00 :116t :0:.0 1�, ; 0.30 -0.80 16.29 -33.26 Roof 101-200 •1.001.1i.4�1 4.0b.014i• •0.30 -1.20 16.29 -46.84 Roof 101-200 ••�•4ai1?•,l. 1Q2.(=3: ••0'.30 -1.20 16.29 -46.84 Roof 201-500 1.00 24.56 201.1 1 0.30 -0.80 16.29 -33.26 Roof 201-500 1.00 24.56 201.1 2 0.30 -1.20 16.29 -46.84 Roof 201-500 1.00 24.56 201.1 3 0.30 -1.20 16.29 -46.84 Roof 501-1000 ••• i:O0 30%. 7 05Q2.O 1•0• 0,.39 -0.80 16.29 -33.26 Roof 501-1000 0 1900 30.'17 501.0 2•• N30 -1.20 16.29 -46.84 Roof 501-1000 1:9.0 .38*'/ 5:1.Lf 3: Or 3g -1.20 16.29 -46.84 Khcc:Comp. a Clad. Table 6-3 Case 1 = 0.85 Qhcc:.0O256*V^2*Khcc*Kht*Kd = 33.94 psf ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• ••• •••• ••• •• ••• • • • PROJECT. lbelOTE LLQ 0 hl �t-,S I'D e 0 PAGE NO.: SUBJECT- ts DATE: DESIGNED BY: ......................... .................................. ........... ........ ............. ............ .......................................... ..... ................... .... ..... . ........... . ........ .... .. ....... . .. ..... .......... I A .. ..... .... LAI-1 .. . ......... .... ..... ..... ...... .......... '7.......... ... ........... ............ .................... ...... ........ ........... .... ........................ ........... ................. ........... .................... ............... ................................ ...................... 0 ... ....... ... .. ... .. ...... ........... ............ ....... ..................... ............ .... ... ........... ... .. ................... . . . ................... .. ......... .. ....... .. 4 t:0 u .. ...... ........ . . ... .... 1. ................... ......................... ......... . . . ............ ...................................... L6 /r-j ................... .... ..... ................ ...... ........... . ............ ............. ... .... .... . .. ....... ....... ............ ........... 11777 : ............ ........ .. ..... ... ...... .. .... N�T Vt- ................ rz- 44e) (,6 . .......... . ............. ........... . ................... ............ i -awflao. *as 000 PROJECT. j3e-1,43ELL 0 0 N1 0 PAGE NO.: SUBJECT. "r Rd�S, V-e A CTn Aj fm DATE: DESIGNED BY: .. ........ ............ ....... ........... ........... ............ .......... .......... ............................ .......... ......... ....................... ............. .......... .... ....... ................... ............ .. ............. .... . ................. ......... .................. .......... .. ........... ......... .. ...... .- ... ........ . . . . . . . . . . . . . . . .... ............... ... .. .. . . ... .. ................................ ............... ........... ..... .......... ................. ....... ................. .............. . ....... ....................... ........... ............. ............... ............ 7.4 . .. ...... .......... .... . ............. ........... ... ....... .. 1-2 ....... 5-3 LIM ........... . ......- ............. ........................ ............1. L .......... L6 : ........... ........................ ........ ................ ................................................................. ........... .... ..... ..... ............ ................. ...... ............... ................... .............................. . ......... .. .... .. .............. ................................... .............. -.6.. .....4 c cb ........ ... ................ <. .........>....:......:--..........I....... ............. ...... ............................ ..... .............. ... ........ . . .......... .......... ........... ... ..... ... ............ 0 C4. ........ .. .. ............ 0,L(.:Per.%. LL� -44 ........ .. ....... . ... ..... .. .. .. .......:. rz .......... .... .........; Was 1 oo • o 0 000* 0 0 ..... ...................f... - 0 . ........ 00.4 0 0 •0i 000 0 to PROJECT- 4r--143-e LLOOW PAGE NO.: SUBJECT: V-s 4,c--T DATE: DESIGNED BY- .... ...... ......................... ......................................... . ........ ............ ...... .......... ............. .......................................... ............ .......... ........ ... ........... ..... .... .. .... ......... .. ........... ........... .......... ...... ...... ... ... ...... .......... ....... ........ ............ ............... .......... ...... ........... ........ L........... .................................................... ...... .... .. .... ......... ............... .......... ........ . . I . . .......... ....... ........................... ............... ............... .............- . ........ .......... .. ... ... .. . . ... ..... . . ............ .............. ...... ... .................... ..................................... ........... ...... .................... ......................... ........................................... .............. ...... ....... ............ ................................................. ......................... ........... ............. ........... ........... ...... ........... ............ .......... ............................. ... ..........I .. .. ......... ........... ........... .. ..... . Iwo 0 0 * : 00 6. 1 0 00 of* 00 0 •- 00 .,:. ......... ........... ........ 00 0 0 ............ .. . .. ........ ... .. ....... .. ... .. .. ...... .. .. 009 0 :0 .0 ••• 0 ........... ........a.. .......... 0 :00 00 d rt PROJECT: bE�;15- LL() U S `kr--5 ID-E CPAGE NO.: SUBJECT: �r O �.I C`�O�.S DATE: DESIGNED BY: ...:....:.. :.....:.. I ............. �.. �� :....:......:. ............. . .. . �' . .....:...._.. ... ..,. _ ..... ................... ....... ............ ....._................ ... ........ . ... .....:... . �. s.. {:. • ............. ............. _... .... .... ........... .......... ......:.....0....i......n. .d._.•., ..:. i ....L....A.....:......a......::...........a.....:.....o....•p....•i.....5......3.....5.....:......:.. . y } ....... .....:.....:.... .... ........................ ............................. ......i.....L....•i.....J....f......i..........t.....3.....:.............i.............v.....i... ..i......:.....t......t.....,.....i......{.•....1 ..i......i............:• Ri- _.. . ....... ...... _ ... .... .. . ....... ... .. .. :.. ... . :.. .: . ... a s- .. .1 , ... ... ...... ... ... .. . ... ..... .. . ......... .. ' ........:...i.....:...... • •• •...� �.'.� PROJECT: b E I TIE t-L 0 ON 12 G S 1 12e 0 4,91 PAGE .NO.: SUBJECT: WALL M45"Ib-0521 f.=s Icy DATE: DESIGNED BY: ...... ........ ......I .......... . ...... . ........... ......... ........................................ ................... ....................... ............. ................... ... . ............... ............ .................... ........................................... .......... ........... .......... ...................... ....... ........... .................... ... ............... . ......... .......... ............ ............ ......... ........... .......... ...... ........... ............... ........... ............ ............. ................ ................. ........... ............. ........... ........................... ............................ ............................... ............ ........... ....... ............... ...... . . . . . . . . . . ............ . ......... . . ........... ...................... ........... ...... . . ........... .. .......... .. .. ... .. j................... ............. A4 . .............. ............... ................. .......... .. .. .. . ..... . ...... ...................................... ..... ................... 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DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY A Mel The National Concrete Masonry Association Bft industry Association Masonry 5.0 1N—tem States Clay Product Association international code Council (Release 5.0.1) Pict: BENJELLOUN RESIDENCE Name: Topic: MASONRY Date: Page: Chkd: Design:of a Reinforced Masonq Wall wi h Out-of-Plane Loads Using the Material and Construction Data' , 8 tm CMU;fartiaFgriwt;running-bond.- .. . _.,. _ .... ........ _... _ Wall Weight;=42.6 psf ; Type S Masonry cement/Air-entrained.PCL Mortar, Course Grout ; { CMU Density= 115 pcf fm 1500 psi(Specified) ' Wall Design Details : _ Thickness=7.625-in _ .- .____ .__.-_ ___ Height= 11� in. (Simply Supj�orted Wall, Effective height= H) x=3.813 in; #5 Bars, Fy=60000,-0 Reinforcement Spading=46 in. On-Center Effep the-Width=.40--,in.- Wall 40 i .Wall Design Section Properties &T-1.42.6in2onddsrgnwrdth_ ___.y_.. So=294.4 10 on design width _ _.io_=1122in4ondesignwidth Ro=2.805 ih on design width i { Wall Average Section.Properties -_ Aavg= 170.8 in2 ondesign width lavg= 118440 on design width Ravg= '2.63,31h on design wndtlt y Wall suppor Simply S.04pported.wall Specified Load;Components Load- P.(tb)._._.. a hn). _-Wl(osf�- W2-(is L(lbtft) ...hi(in)--- h2.(in)- ._ _.._ . . Deed 205 0 0 0 0 0 112 Live 205 0 0 ••O : •0•,0: 0 112 . s. -. _ .•..:.•• .•.a:_• .• .• : _ .. . Soil 0 -Q __ 0 ' : : : :;�'. 0 112 0 0 .. ••• . .. Fluid 0� 0 •• . 0. • � 0 112 Wind. . _ _0_ . D. _._50_..._ .. .50. .. . ... :0. .. . _.. .. .Q . .._;_... _.112. Seismic 0. 0Q • ! ; 00 a 0 0 �. ® 112 Roof 0 0 0 •0 112 0 _.._. _ .. . _0•:...._..... 112 .Rain. V � . . . Snow 01 0 0 ..;. . 0: . . .0 0 112 . .. .. . . . Leo: ... . . . ... . . 114 FAI V i DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY Li ThelSWonaiConcrWelVl=wryAssocWon BriclkInduftyAssoclittion M"onryis.0 We W4 stem States Clay Product Association International Code Council (Release 5.0.1) FPlct-.BENSJEILLOUN RESIDENCE Name: Topic: 0 Topic: MASONRY Date: Page: Chkd: fj ='I f2=:0.7 Controiling-Load-Cases-- Section Forces,with Controlling Flexure and Axial Load--40.91)+ 1.2F+ 141-1 + 1.6W x1H6 0.510 from bottom of wall Vu -7.467 Ib/ft MLu= 10449.2 Ib-InJft Ru=1-359.8-10M at eq-=-O+ln.+,.. .. Delthu=0.1+414 in MTU=MLu t Puen t Pu(Deltau)= 10500 lb-in/ft P= 39.9ib/ftat eh Oin- V=.4.667 10/ft ML=6531 lb-in/ft Ultlmate Moment delpacity 19400.6 lb-in/ft(1616.74 lb-ft/ft)at this axial load. Ultimate Shear Capacity=3054.35 ib/ft The'wall is adequate for these critical section forces.'. SeCfioh7drues Vith Cio-Wolli fl g StWarih§'Force-=0.9D+-1.2P+'1 6H'41.+ W x1H=0.930 from bottom of wall Vu--321,1 ibff_t Pu=209.5 lbtft at e' 0 in MTu= MLu 4- Puen=1 2728.62 lb-in/ft -P=-:139.7--IbAaten ' 0-in- _ . V=-,-200.7 II)/ft ML= 1701 Ib-in/ft _._Ultimate iNoment Calpacit�+=;188 9.4 - lb-iniftat this a3d I load Ultimate Shear Capacity=3624.29 16/ft The:wall is aidequatd for these Critical section forces. : -that,controlled th These-were found-tor load cases e d6silgri.- The flexural, shear and Axial forces shown are those occurring at the critical section for the case contm;a at the critical section for the case contro,116d b0hdaC .00 off *0 TheJollowhq desk jmcalculatkmareL for.the section-with controlls g.ben 1%moment 60 0:0 00 04p* Section Design Forces Used Vljl*= lb/ft'(Computed from Loeds) ML= 10449.12 lb-in.tft(Computed from Loads) Ew• DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY 11L I WdThe National Concrete Mw mry Association 13ft Industry Association Masonry 5.0 W88terrl Stag Clay Product Association Intemadonal Code Council (Release 5.0.1) Pjct: BENJELLOUN RESIDENCE Name: Topic: MASONRY Date: Page: Chkd: Pu=359.810/ft at e=0 in (Computed from Loads) Wall Axial Design Data Pu max=3.355e+004 ibs/ft :(Code Equabon,3-17 or 3-18) ; . Ma�tmunrPermitwAxial-Load-for-C`ombina6on D+0 75L+0.625Qe-=:1:148e+004 lbslft(MSJC-3:3.3:51) : Wall Flexural Design Data As Required=0.1529 sq.1n. in each grouted pail -As Provided;=0.31 ea.in. , Rhin.=0` Wall Flexural Capacity with Specified Steel a=IX4153ih.__ ._-_ . -- ----_ . ___.. .. ....._._._ ..__ __._. d=3.813 in; ; { Mn 2155647153 lb-inflt Mu available=0.9(21556.5)= 1940q.8 &in/ft(1616.74 Ib-fti t) E --.fr-.83psi-- Mcr=(fr+ Pu/Ao)So=8072.61 lb4n/ft ` Igr=336.685 in4/ft _ - 1- 419.7923 10/ft ih posiijve mortieiht"regionsCr Icr= 19.7923 in4/ft in negative moment regions { Shear Design data -- - Vn'r�ax=6628 lbs/ft(Sectiott 3.3.4.t.2) -VTim-=3878Ibs/ft(Section 3 3.4:1.2:1} Maximum available 1/u is tho lesser of: Vu max=0.8(6618)=5302 lbs/ft; ; u max 4 0 8(3g7>8"+0 =3102 Ikis/ff t✓ONT tCSC (Note:Vns="O;for viwalls viri i ouf-of plane loading:)" F i Servicq_l oad Peflection_Limitations_(MS,JC_3.3.0.4).. Maximum permitted service load deflection 0.00'x,J(W) p W26(11z) t) Maximum service load deflegtion=0:0188 in : Development and Splice Lengths for Longitudinal Reinfqrcement K=3.1250 in. • .: . . . , . . . Required Development Length: Id= 24.1 7*Ri ; ;•; •• Required Lap Splice.Length:`= 25.1 in. . _.Some_codesmay.requireepoxy-4oated reinforcementto-have.longer develop rlent_and splice lengths.._. .... . •• : . . r •• • •• _ ... _. __.. __. •• . .• _ .. .a �s_.__....•.:__. ._00 00 .. ..._ • • • • • • • • • • i PROJECT. 7E L L 0 0 tj PAGE NO.: SUBJECT. Q E DATE: DESIGNED BY: .......... *......* ............ . . .......................... ........... ........... ... ................ ................................. ............................. ..................... ................................. ............................. ............ . ..........*........... ........... . .......... .... .. ..... ........... . . . . . .. .. ... ....... .......... ...... .......... ...... ...... . . . . . . . . . . . ........... ............ .... ......- .......... ................ ... ............. ............ .. ........... ..... ........... ............ ................................ ........... . ... . ..... ......... .. ... ... .. ......... ... ........ 0 ............ .................. ............ .. ................. ............. ........ ..... ....... .. . .... .... .... .. ... . .. ... ...... .. .......... ..... ............................. ........... .......... .......... ................................ ... ... ................. ............. .......... ............ ....................... ............ ............: .............. ...... ................ ............. .. ........ . ...... . .. ............ .......... ... ..... ............ ............................... ................ ............ .......... ............ .......... ......... ........... .......... ...... .......................... ............ .. ............. ...... .... . .. ......... .......... ............ ................ ......... ............ ......... ........ t ........ .... ......... ............. ........ ...... .... .. ... .. ......... ...... . too *6 0 . .. ....... . ... .. ...... ... ... ... ...... ... .. ... go 0 0 0 000 spBeam v3.11 0 StructurePoint . Page 1 !� 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 O 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 O 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 oo (TM) �aasa,se,nm---^-amm�mvreasmm=®�emmanma=aramsmxxm�m�mxzvams�aemavmmmammmainmaaa�aoaescoa�ammaov®maaam�oaa 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 m� General Information File name: E:\h benjelloun\B-l.slb Project: BENJELLOUN RESIDENCE Frame: B-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 SlabslBeams Columns ------------ ------------ wc = 150 150 lb/ft3 f1c = 3 3 ksi Ec 3320.6 3320.6 ksi fr = 0.41079 0.41079 ksi„, ••• • • • • • •• fy ffi 60 ksi, Bars are note'6+p0xy2.c%4 d* • •• fyt 29060 ksi0 ksi ••• ••i ••i ••• i i ••• Es g Reinforcement Database • ••• • ••• •• • Units: Db (in), Ab (in^2), Wb (lb/ft • i• i i Size Db Ab Wb S se • • D36i i•A35 i i i ib ---- -------- -------- -------- #3 -----#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 #09 • 1.006 • D•?99 x.67 #9 1.13 1.00 3.40 #10 1.:70•� 1i27� 44.30 #11 1.41 1.56 531 414 • d.69• • 2.25• • •.r.65 •• •• •• #18 2.26 4.00 13..60 ••• •• •• • • •• •••• • • snBeam v3.11 ® StructurePnint' p, Page 2 �V • Span Data Slabs Units: L1, WL, WR (ft); t, Hmin (in) Span Loc L1 t WL wR Hmin ---- ---- -------- -------- ------- ------ -------- 1 Int 9.000 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 36.00 6.75 *c NOTES: *c - Deep beam. Additional dtsign and bar detailing required. Support Data ► maa��mm� Columns Units: cla, c2a, clb, c2b (in), Ha, Hb (ft) Supp cla c2a Ha ' clb c2b Hb Reda ---- -------- -------- -------- -------- -------- -------- ---- 1 0.00 0.00 0.000 8.00 8.00 12.000 0 2 0.00 0.00 0.000 8.00 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 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ ------------ ------------ SELF 1 300.00 0.000 300.00 9.000 Dead 1 110.00 0.000 110.00 9.000 Live 1 110.00 0.000 110.00 9.000 Live/Odd 1 110.00 0.000 110.00 9.000 Live/S1 1 110.00 0.000 110.00 9.000 Live/S2 1 110.00 0.000 110.00 9.000 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 �8�00 in • • • •• Reinf ratio 0.14 5.00 0.14•• 8:04•�a�., . . • • • Cover 2.50 2.001• •• �i" i • ••i •• There is NOT more than 12 in of concretise be;ow• tipp•b.:rV: Beams Top bars Bo;tgm'kfWs�•• •_�Stimups• --- Mni --- Max Kin • MaY • • Mit;. • ax _--_12 lL--t--•• .A.--•-.• •._•.-•"- Bar Size #5 #8 •#S V #9.* i• #1•• ••0#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 2.50 2.5909 • • 414• ••• • • Layer dist. 1.00 1.00: i i iii : • No. of legs 6 Side Cover ••• •• •• ••• • • •• n 1st Stirrup iOQi spBeam v3.11 ® StructurePoint _. Page 3 • There is NOT more than 12 in of concrete below ton bars mmmmmmmmaammaa----^-�'mmmmamammammmmmmaaommaamrsraammmammammammm*=+-+^- -^mmaamaammmmmmmmmmmmammamm---.•--•amm mam (2) DESIGN RESULTS mamaaamm� mmmaammaammammmammammmaammmmmammmmmmmr�mmmmmmamaaaamma^---^•^^- s:.ammvamaammammmamammmmmmmammmmmmmmmmaamammmmm Top Reinforcement mmm®m Units:Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp'(in) Span Zone. Width Mmax Xmax AsMin AsMax SpReq AsR-eq ---Bars ---- ------ -------- ---------- -------- -------- -------- -------- -------- ---- 1 Left 0.67 0.00 0.333 0.000 3.597 0.000 0.000 --- Middle 0.67 0.00 4.500 0.000 3.597 0.000 0.000 --- Right 0.67 0.00 8.667 0.000 3.597 0.000 0.000 --- Top Bar Details mmmammammaaammm Units: Length (ft) Left Continuous Right Span Bars Length Bars Length ^Bars Length Bars Length Bars Length ---- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 1 --- --- --- --- --- Bottom Reinforcement �mUnits: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars -------- ---------- -------- -------- -------- ------ - -------- ------- - -- 1 0.67 6.76 4.500 0.926 3.583 2.399 0.046 2-#7 *3 NOTES: *3 Design governed by minimum reinforcement. Bottom Bar Details ,sm---^^amammmmmmmm Units: Start (ft), Length (ft) Long Bars Short Bars- Spani Bars Start Length Bars Start Length --.a. ------ ------- ------- ------- ------- ------- 2-#7 0.00 9.00 --- Flexu al Capacity " mm U : N (ft), As (in-2), PhiMn (k-ft) Span; x AsTop AsBot PhiMn- ---- PhiMn+ !i _..--».-- ----- ----- ------------ - ---- l= 0.000 0.00 1.20 0.00 169.01 0.333 0.00 1.20 0.00 169.01 F 3.250 0.00 1.20 0.00 169.01 ?: sy 4.500 0.00 1.20 0.00 169.01 5.750 0.00 1.20 0.00 169.01 8.667 0.00 1.20 0.00 169.01 9.000 0.00 1.20 0.00 169.01 Long tydinal Beam Shear Reinforcement Required mmmsa.r�o,mpmmmsmm--aamaam�ammmammmmaammaa�ammm 'as: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in,-2/in) i; d PhiVc Start End Vu Xu Av/s ! - -------- -------- -------- -------- -------- -------- -------- 33.06 21.73 3.089 5.911 0.94 5.911 0.0000 LonViadinal Beam Shear Reinforcement Details __�gmmm�aa®mammasmm�mmmmmmm�m , #s: spacing & distance (in) . Size Stirrups (2 legs each unless otherwise noted) --- --------------------------------------------- - -- #5 --- None --- Be tear Capacity • • • • • • • • • '�aammaammmm. • • •• • • • • • 9: d, Sp (in), Start, End, Xu (ft), PhiVeti AhWr4 i�u: p)*,•Av/s (in^2/in) d PhiVc Start EAcd '•Av/4'• ' Rp• •phiVn Vu Xu --------- -------- -------- -------- -------- -------- -------- -------- ------- 33.06 21.73 0.000 9.000 ----- ----- 10.87 3.01 9.000 • ••• • ••• •• • Sl far Capacity • • • • • •• • • m �mmmemmma®ma •• • • •• • • • • • • f, b, d (in), Xu (ft), Phivc, Vue(!tip) •• ••• i� ••• ••• b d Vratio Ph3.Vc Vu Xu --------- -------- -------- ------- -- ------------ M1--- Not checked --- ••• • • • • ••• • • De ons • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • on properties spBeam v3.11 to StructurePoint Page 4 - ------- - Load Level Units: ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Dead Dead+Live ie,avg Ie Morax Ie Span Dead Dead+Live Zone g Icr Mar Nfl-- ----------- _ _ __________ ______ ___ _--- ------- _-__-- -------- ------ ------31104 ------ - -1 - 31104 31104 Middle 31104 7948 59.15 4.15• 31104 5.26 31104 -Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal - 1 -------- - - --- 0.001 0.000 0.001 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 0.001 2.000 0.001 0.001 0.001 0.002 Material Takeoff Reinforcement in the Direction of Analysis -- -- - ------------------- Top Bars: 0.0 lb <=> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 36.8 lb <m> 4.09 lb/ft <=> 6.132 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0:000 lb/ft^2 Total Steel: 36.8 lb <_> 4.09 lb/ft <=> 6.132 lb/ft^2 Concrete: 18.0 ft^3 <=> 2.00 ft^3/ft <=> 3.000 ft^3/ft^2 maaamam=aaaaaaaam=aaamma=m---^^a+=aam=ama=aam®mcsmaas+aaamemmaa=amsmmaam+aamaa=ammmraaamaamamaamaama==o=m==®=aamam''=aesam [31 COLUMN AXIAL FORCES AND MOMENTS acaamma=aaaaaam-- -..a�aaammamm+ama=sv mmtm_y=ammaammmamammam••--�-m=mvaamammmaaaama=ammm=mm=mmaaammsa*=am===a'=�°=amm='am==m=a Units: P (kip), M (k-ft) Joint Far Ends Case/Patt t4b[to } Ma[bottoml M[spring] Mb[bottom] Ma[top] Supp Comb/Patt P[axial) P[springl P _ __ _ ----------- ------------ ------------ -------- ------1.35 ------------ ------------ - 1 SELF - - - 1,35 0.00 0.00 0.00 0.00 -o.00 -o.00 Dead 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 LivelOdd 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 • 0.00 0.00 -0.00 -0.00 Live/Even Live/S1 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.49 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 2.58 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 3.01 0.00 0.00 0.00 0.00 0.00 000 U2/Odd 3.01 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 2.21 0.00 0.00 0.00 0.00 0.00 0:00 U2/S1 3.01 0.00 0.00 0.00 0.00 0.00 0:00 U2/S2 3.01 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.35 0.00 0.00 0.00 0.00 -0.00 -040 Dead 0.50 0.00 0.00 0.00 0.00 -0.00 -0`.00 Live/All 0.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 0.50 0.00 0.00 0.00 0.00 -0.00 -0;.00 Live/S2 0.50 0.00 0.00 0.00 0.00 -0.00. U1 2.58 0.00• 0.00 0.00 0.00 0.00 0.00 U2/All 3.01 0.00 0.00 0.00 0.00 0.00 4.00 U2/Odd 3.01 G.00••• • • 0qF00• • •• 0.00 0.00 0.00 0.00 U2/Even 2.21 00.00 • • • 40.000 • • 0.00 0.00 0.00 Q•00 U2/S1 3.01 •G.00 •i ••i P•DOi•06 •• 0.00 0.00 0.00 0.00 U2/S2 3.01 0Q!000a ••i 40.400 i ••• 0.00 0.00 0.00 O.00 Sum SELF 2.70 0.00 0.00 0.00 0.00 0.00 0.00 Dead 0.99 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 0.99 •••OM? ••• "Vto ••• ••0.00 0.00 0.00 0.00 Live/Odd 0.99 • o.Q0 • • ON 00 •• • D.00 0.00 0.00 00 Live/Even 0.00 •�O.G4 • •i (:,Do* i t.00 0.00 0.00 .00 Live/Sl 0.99 •••o.DO •• 0►.00 • ••0.00 0.00 0.00 .00 Live/S2 0.99 0.00 0.00 0.00 0.00 0.00 0.00 U1 5.17 4?.•,�•.O6 • • 00 MOOD • • 0.00 0.00 0.00 0.00 6.01 00 i i•iO•Qo i 0.00 0.00 0.00 {0.00 U2/All • • • •0.010 • • • 0.00 0.00 0.00 b•o0 U2/Odd 6.01 0 • •• • • •• •• 0.00 0.00 0.00 0.00 U2/Even 4.43 •40►01 • • 0•� • • U2/ Sl S1 6.01 0.00 0.00 0.00 0.00 0.00 '0.400 r spBeam v3.11 m ,tructure?oint Page 5 U2/S2 6.01 0.00 0.00 0.00 0.00 0.00 0.00 •• ••• • • • • • •• •• • • •• • • • • • • • •• • •• • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT: LL d Q lZIES,122 ENCZE PAGE NO.: SUBJECT: 'Z Q 0 it DATE: DESIGNED BY: .......... ... ...... ....... .......... ........... ............... ....... .................. .................. .. .......... ... .......... ... ........................................ ..... ........................... ............. ............ ............... ... ..... ........................... .......... .............. ... ...... .......... .......... zb*v. i�r .... ..... ... ...... ............... ................. ........ .............. ............. ............. .......... .......... ..... ........... ................ ...... . ...... .............. ... .......... ........... ... ....................... ... L .. ... ...................... ... . ...... ... ... .. ...... ................. ........................... ............ . ....... .. .................... .... .. . ..... .. ............ ...... ... ...... ... . . . . . . . . . . . . . . . . ........... .... ...... ............................. ...................... .......... ....... ............ ............ ...........................................................j...................:.. ................ ............ .... .. . ...... ..... ...... ........ ............ ......................... ....... .................. ......................... ...... ..... ................. ......................... ................ .............. .............. ......... ........ . ........... . ................................. . . . ...... .......- .... ....... .. .... ......... . ...... .......... .......... ....... Vwl. ... ......... . V 0*6 ... ............. ... .. .. ... ...... ... ... ...... 0: 0 0 see ..... ................... :.,.. 'W-4- ...... ... ...... . .......... • spBeam v3.11 ® StructurePoint Page 1 000000 00 00 00000 000000 00 00 00000 00000 O 0000000000 00 O 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 oc 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 oo (TM) mmmammma:mm¢mmaamm=�^-am mmmmmammmmrmmmemammmmmmammammammmmmamaaaaammm"-""-- mmmmaammmmmaamaamama 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 mmmmaimammmasmmmm+smmmmumamamammm+emaa'ammmamamcammc'mmmmammammmmmamammaammmmmmammeramasaaaama mm� 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 not 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. mamaaaaramammmmmmmmmmaeamaomm®mammmmmammraammmammm=m== m_-maaaxamammmmmmmmavummam=mammammmm°'amsmmmmmmaa=mamaamaammmm [1) INPUT ECHO amammzmaa mmamaamas mmammmm®mmmmamamama mammmamamammmammmammvmmmmmasz+mamaaaa®mamamamamammmvm,�mmsmm General Information aaaama.�amamamm=mmmm ', File name: E:\h benjelloun\B-2.slb Project: BENJELLOUN RESIDENCE Frame: B-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 = 106% 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. 255 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 m==m ammma�==�• S1abslBeams Columns --------- ----�-------- wc m 150 150 lb/ft3 f'c = 3 3 ksi Ec = 3320.6 % 3320.6 ksi fr a 0.41079 10.41079 ksi •• ••• • • • • • •• fy a 60 ksi, Bars are not epQK -ceste: • •• fyt m 60 ksi •• ••• •• • • • •• Es = 29000 ksi Reinforcement Database • ��, . ... .. • mmommmassaamm=ammammamm { • • • • • • • • • Units: Db (in), Ab (in^2), Wb (lb/ft) • • • ' • •• • • Size Db Ab Wb Size • ••D$ • • • • • #3 0.38 0.11 ;0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 11.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 ••• 1•,00 • • 0%76•• • 2 Q #9 1.13 1.00 3.40 #10 i 1:27 i :a 27: i 4.1: #11 1.41 1.56 5.31 #14 1..0•� 259 7e.66 #18 2.26 4.00 13.60 000 0 0 • ••• • • spBeam v3.11 0 StructurePoint Z� Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t WL WR Hmin ---- ---- -------- -------- -------- -------- -- 1 Int 7.330 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams ---------------------------- Units: b, h, Sp (in) Ribs Beams Span_ Spm b h Sp b h Hmin ------- -------- -------- --- --- --- -1 - 0.00 0.00 0.00 8.00 34.00 5.50 *c NOTft: *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+b ------- -------- -------- -------- 1 0.00 0.00 0.000 8.00 8.00 12.000 0 2 0.00 0.00 0.000 8.00 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 --- -•-------- --------- ----- 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 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Wb Lb Case/Patt Span Wa La --------- ---- ------------ ------------ ------------ -------- SELF 1 283.33 0.000 283.33 7.330 Dead 1 110.00 0.000 110.00 7.330 Live 1 110.00 0.000 110.00 7.330 Live/Odd 1 110.00 0.000 110.00 7.330 Live/S1 1 110.00 0.000 110.00 7.330 Live/S2 1 110.00 0.000 110.00 7.330 Reinforcement Criteria Slabs and Ribs -------------- s Top bar _•Bottom bars Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 •�8.0 n. Reinf ratio 0.14 5.00 0.14 • 5�. i • • • • • • 2.00 •• • � • • • • • • Cover 2.50 • • • There is NOT more than 12 in of concre� •b:-••0: k�O*• b .V•••: • Beams Top barsBottptl�b3�5! •�!�_5tiri4Qs in Max • • Max • • •Min •• M --__M '•-A--t eo-_s_-_a •_s_.�_a Bar Size -----#5 -----#8 j*.• V #8 ••� V #3 �•� � � 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 2.50 2.50 ••• • i•n• • ••• • • Layer dist. 1.00 1.00 • • tn• 9 0 0 No. of legs i i • • iii i 2 i . i 6 • •• •• • • )• Q •• •• in Side cover ••• • ' • 3.00 ' ' in lst Stirrup spBeam v3.11 a StructurePoint Page 3 * There is NOT more than.12 in of concrete below top bars. •---•-m®a,�asom -----:@�a��.�,m:��e�ffi�•,a�mm�m�am�� .�s��aa��mm [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 0.333 0.000 3.380 0.000 0.000 --- Middle 0.67 0.00 3.665 0.000 3.380 0.000 0.000 --- Right 0.67 0.00 6.997 0.000 3.380 0.000 0.000 --- Top Bar Details Units: Length (ft) Left Continuous Right Span Bars Length BarsLeng th 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 4.35 3.542 0.871 3.373 2.487 0.031 2-#6 *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-#6 0.00 7.33 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --•------- ----- ----- ------------ ------------ 1 0.000 0.00 0.88 0.00 118.13 0.333 0.00 0.88 0.00 118.13 2.666 0.00 0.88 0.00 118.13 3.665 0.00 0.88 0.00 118.13 4.665 0.00 0.88 0.00 118.13 6.997 0.00 0.88 0.00 118.13 7.330 0.00 0.88 0.00 118.13 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start End, Xu (£t), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiLyc Start End Vu Xu Av/s ---- -------- -------- -------- -------- -------- -------- -- 7 31.13 20.46 2.927 4.403 0.48 4.403 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & dis ance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------- ---------------------------------- 1 #5 --- None - - Beam Shear Capacity ••� �•: : i •�• i : ••� Baa®�aa��a • • •• • • • • • Units: d, Sp (in), Start, End, Xu (ft), Phitg, ?44 44 047: A'1/.s (in^2/in) Span d Phi7c Start End •• Aare •• &p • lhYft Vu Xu ---- -------- -------- -------- -------- -------- -------- -------- -------- -------- 1 31.13 20.46 0.000 7.330 ----- ----- 10.23 2.37 0.000 • ••• • ••• •• • Slab Shear Capacity 0 i• i i •• • • •• • • • • • • Units: b, d (in), X (ft), PhiVc, Vu(kipV) • •• • •• • • • • Span b d Vratio PhiVc Vu Xu --- ------ -------- -------- ------------ ------------ ------------- 1 --- Not checked --- ..• • • • • ••• • • Deflections i i • i i•i i i • i Section properties ••• • • • ••• • • sptseam vs.i.. w btrucr-ureroinr Page 4 ------------------ 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 Morax Is ---- ----------- ----------- ------ ----------- ----------- -------- -------- ----------- -------- ----------- 1 26203 26203 Middle 26203 5386 52.76 2.64 26203 3.38 26203 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 $ottom Bars: 22.0 lb <=> 3.00 lb/ft <-> 4.506 lb/ft^2 Stirrups: 0.0 lb <-> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 22.0 lb <-> 3.00 lb/ft <=> 4.506 lb/ft^2 Concrete: 13.8 ft^3 <-> 1.89 ft^3/ft <-> 2.833 ft^3/ft^2 mmmm szvmsiarmesaamcea=--va---mama=a-=-es-m� =c=m mmmm�mmmmm�aaa-a---a-®seamaemam=�===c-----=c�r�.- [3] COLUMN AXIAL FORCES AND MOMENTS fYffi0 =Ls- Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] Mb[bottom] Ma[top] =- ---------- ------------ ------------ ------------ ------------ ------------ ------------ ------------ 1 SELF 1.04 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 2.02 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 2.37 0.00 0.00 0.00 0.00 0.00 • 0.00 U2/Odd 2.37 0.00 0.00 0.00 0.00 0.00 0.00 ` 372/Even 1.73 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 2.37 0.00 0.00 0.00 0.00 0.00 0.00 F2/S2 2.37 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.04 0.00 0.00 0.00 0.00 -0.00 -0.00 a ad 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Ave/All 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Ave/Odd 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 ive/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Ave/S1 0.40 0.00 0.00 0.00 0.00 -0.00 --Q.00 ;tve/82 0.40 0.00 0.00 0.00 0.00 -0.00 -d.00 1 2.02 0.00 0.00 0.00 0.00 0.00 00 2/All 2.37 0.00 0.00 0.00 0.00 0.00 .00 2/Odd 2.37 0.000.00 0.00 0.00 0.00 Q 00 2/Even 1.73 0.00 •• ••• 8.00 • • • 0.90 0.00 0.00 3.00 2/S1 2.37 0.00: a•QO 100 0.00 0.00 4.00 2/S2 2.37 0.00 •• •: 24 V: o mp 0.00 0.00 0.00 Sum SELF 2.08 0.00 0.00 0.00 0.00 0.00 0.00 pead 0.81 0.00 0.00 0.00 0.00 0.00 d.00 sive/All 0.81 0.09 0,0 0.00 ... .0.00. 0.00 0.00 f}.00 ive/Odd 0.81 0.80• QQ d0 ��0.0 0.00 0.00 0.00 ive/Even 0.00 0.te• • • 0A • • • 0►01 • 0.00 0.00 0.00 i ive/S1 0.81 0. �• Qy00 ;• •�d!Ofl•• 0.00 0.00 d.00 live/S2 0.81 0.00 0.00 0.00 0.00 0.00 0.00 1 4,.04 0.00 0.00 0.0Q 0.00 0.00 0.00 ;2/All 4.75 0.006:0 Q.� •�0 0.00 0.00 0.00 0.00 2/Odd 4.75 0.00 Q 0�� 0�0Q 0.00 0.00 d.00 2/Even 3.46 0.00 • •• •�.isA • • :z'Q 0.00 0.00 Q-09 /S1 4.75 0.00000 0 0.00' 000 0 0.00 0.00 0.00 0.00 spBeam v3.11 ® StructurePoint Page 5 G U2/S2 4.75 0.00 0.00 0.00 0.00' 0.00 0.00 • ••• • ••• •• • •• • • •• • • • • • • • •• • •• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROJECT: (- L— 0 0 PAGE NO.: SUBJECT: y- j Ki r. jj t t s'T#As Ld r DATE: DESIGNED BY: .. ........... .............................. . ........... . .......... ................ ........ .. .. .. ..... . . . . . . ......... .. ........................ ... . ..... .... ............ .. .......... .......... ............ .................. . . ....... .......... .......... . . . . . . . . . . . . . .......... .......... ........ ............ .... .. .................. ..... ............ el ... . ... ..... ui P-7r. L" ........ . .... ................... . ................. ............... ... ...... .. . . . .. . ...... ..... ............ ....... ............. ............. . ..... ..... .......................... ..... ....... .......... ....... ...... .... ...... .. TOT .7 KL ' LO:ND ............ ..... ..... .. ..... ..... . . . . . . . . . . . .......... . ................... ..... cz . . . .... ............ .-...... ....................... ..... ..... .......... ............. ............... ........... . . ................. .. 4b (e 46-:L4� 9 U6 ........ ... ............ ..... ................ ............ I............... .... .. ........ .......... ............ . . . . . . . .......... ................. ... ............ . .... ................... ............... ?57 --tLlll� L .L L' 4Y, 0,6446 4'*6 0 0 * 0 a 0 W 0r LL 000 00 0 0-f *0 7o L. om 4:- -kesk • V 3 Secou--V 4V ... ... ...... ......... ....... 0-0 ..... ......... ......... Al— 0 0 0 00 00 PROJECT. 13C-NIE LLA ON IZESI DEMe-E, PAGE NO.: SUBJECT: —CAECKW Cc r--)(1'S7 I'lo ro w'-° —! fa DATE: DESIGNED BY: ....... ... .......... ....... 4-4 ............ . ........ ............................ ............................................................... ...................... ...... ........................ .................... ............ . ........... .............. ........................ .....................0-;i....;,.5 .......................................... ... .......... . ..... ............ ...... ... ...... ................. ........... ..... ..... .... ..... ..... ......... ...... ............. ..................... .............. ....... ........ . . . . ........... ...... ........... ... .......... ........................ ..... .................... .................................................................................. .......... .............. .................. ........... ............................. .......... ..................... .............. .............................. MIG -F ...........- ........... ................... ........ . ........... .......... .. ........... ........... ....... .... .................................... ............ .................... .......... ............... .... .... ... ....... .... ..... . ....... .. ........... ........... . .......... .......... ............. ................ ........... ... ............. .......... ........... .................................................... ..... ............. ...... ................................... ................... ............ ................ ........ ........ ................ ........ ....... .......... ........... .... ............. ......... .... ... ....... ........... ........... ........... ....................... ......................... ........... i. ..... ... ........... ............................ ...........;............ ............. ............ ...... . ....... ........... ............. ........................... .......... .............. ................................................. .... .... .. . ...... . ... ...... .. .. ......... . ........ . ... ... .. ... ... .. .. ....... .. .. ............ ................ .... .............I .... ...................... ...... ............ . ..... ........ ..................... ........ ......... ........................... .......... ........ .. ...... ...... ... ........... .......... .......... *......................... ... ....... .. .... ........... ........ ..... .... .. . .... .. .. ... ... ............ ...................... ... .. ... ..... 6 AAA ............ ............ ................ .... ..... ... ........... ................ .......A.:q 00 000 :9 .0 :0 :6 006 0 .......... ......... ............ *• :0-4 ... .......... ......... .... fo SIM200802 Used for Florida State Wide Product Approval # FL11473 UITY Products on this Report which morove9% ' IL ff rov Vopy 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 . ...... LBY: 1 2015 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 11473.18:0*:0: ' HHETA16 11473.9 META40 11473.18• :•••0• 0009•0 HHETA20 11473.9 MSTAM24 11473.19'..' 0 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 � a i sem. Fi SIMPSON STRONG-TIE COMPANY, INC e s Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court,Suite 402 z Jacksonville, FL 3222419041821-5200 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 determineeifrom the,••••• •, substantiating data. We reviewed the substantiating data to a degree that allowe&a1 to deterrntne •••••• whether or not the work performed is consistent with the intended use of the product,*field that the ;•...; methods used are in compliance with, or meet the intent of, the Florida Building Qdd@'QII test...;. ' reports were prepared by an approved testing laboratory. ...... ... . ..... REPORT NO.: SIM200802 •• •• �• �•��• . . . . ...... CATEGORY: Structural Components SUBCATEGORY: 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 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie 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"Titan Masonry Screws for a masonry wall, or%x13/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complie%witl% the G90 requirements of ASTM A653. Twist strap fastener schedules dipmnsionsrand •••••• allowable loads are shown in Table 1. See Figure 1 for additional detairwof twist.Wapa. for masonry. " ' "'•• 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The;H f.9M 16 jnd•:• ,•••• HTSM20 are used to anchor wood trusses, rafters, or beams to masojy"concmte . ..:..• walls. The HTSM fastens to the wood member with 10d common nailagWWfastens fa: 0096:9 the wall with either'/4x2'/4"Titen Masonry Screws for a masonry wall,4x0%643/"Titers •• Masonry Screws for a concrete wall. These connectors are manufactarea f'om 1} •••••• 0000. gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvan4ed•Cgating• :Goo** complies with the G90 requirements of ASTM A653. Twist strap fasterf&sdhedulds,:': ' 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%"SDS screws(provided with the part), and fastens to the wall with either%x2'/4" 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 %X 1 W SDS screws.(provided with the part), and fastens to the wall with %x2Y4"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 13 Simpson Strong-Tie 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 10dxl%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/,6"for HETAL). The strap portion of the anchor is 11/8"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 LTAII 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 10dxI%"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 rdpacity'....' ...... connector used to anchor single-ply wood trusses or rafters to masonN&doncrete. . •• walls. The DETAL fastens to the wood members with 10dX1'/"nails.•;rbe9bare *••*•• •••• • embedded in the masonry or concrete wall to a depth of 4%inches. The9trap portion of the anchor is 1%8"wide. The strap anchors are manufactured from gtWrgIeetirtg..;. ' ASTM A653 SS Grade 50, Class 1, and the truss seat is manufacturedWfh steer meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steLriMthe s5514s 18 ga. steel. The galvanized coating complies with the G90 requiremgptspf ASTM A653. Embedded truss anchor fastener schedule, dimensions and alipwablo 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 6trap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4"wide for use on 1.W and larger members. They are installed with 10d common nails to the wood and either %x2l/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%x18/"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 be 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'/4"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie Y2" 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 be 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 same diameter as the anchor into the masonry or concrete. Holes should be Y2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed '/a"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 comp&V, with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths pf,,33 and450 "":' ksi (228 and 310 MPa), respectively. The galvanized coating complies Neth the G80•.'6 06 requirements of ASTM A 653.The steel thicknesses are 0.099" (2.511i3 'tbr the '• ' • LGUM, and 0.173"(4.39 mm)for the HGUM. Girder hanger fastener 00,* 95le, ;••••; dimensions and allowable loads are shown in Table 6. See Fidition406609 06666 details of masonry girder hangers. 06.06. 000 00:00' 0000 .. 0000.. 5. MATERIALS 0000.. . . • 0 0 . 0 000000 0000.. 5.1 Steel. Steel specifications for each product listed in this evaluation repprt shAll be :0000: 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 strengths 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 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,fc - 2500 psi Masonry,fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions Grout ASTM C476 2000 psi or by proportionsH 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 Tasted, 000.0' 0000.. MTSM 8845, H756 2/27/90, 12/6/00 .. . .. . .. HTSM 02-3667 1/30/02 000000 0• • 0.0.0• HM9 Uplift 02-3793 5/15/02 000000 • •000.. ' 0 HM9 F1 Direction 02-3793 5/15/02 00.0. ;00000 ' 00:046HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 . . 0'0 0 0 — 00 0000 0000:. HGAM10 F1 Direction H046 3/25/99 • HGAM10 F2 Direction H141 6/22/99 • 0000;. META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/CQ2, 2!8/04 '00000 0 02-3861, 04-4675 0. • . .00 :""0 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-.38631 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 171 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 FGTRHL/R 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,46,ubject 4o••� *so*:* the limitations below. Maximum allowable loads shall not exceed the allowable Igadq•, •, listed in this report. •00.00 0000 •••••• 0000.. 0000 0000.. 9. LIMITATIONS: 0.00•• 0000 . 0000. 1. Maximum allowable loads shall not exceed the allowable loads li$tetleiv'this repo%e ,,,,,0 Allowable loads listed in this report are based on allowable stress design. The . 00 loads in this report are not applicable to Load and Resistance FaotorNsign.• 6690:. 2. Capacity of wood members is not covered by this report. Capacifly otw0000.. ,00d ;,,,,: members must be checked by the building designer. •• 0. 0.0 • 3. Allowable loads for more than one direction for a single connection cannot be Videtl 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 Buildina 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 Buildinci 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 I ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS W 6 3 4 wil isu,'-' M" 'W It ......... Q MTSM16 16 16 7-10d 4-%x2% 4-%xl% 875 755 MTSM20 16 20 7-10d 4-Y4x2% 4-%x13/4 875 755 HTSM16 14 16 8-10d 4-Y4x2% 4-%x13/4 1175 1010 HTSM20 14 20 10-10d 4-Y4x2% 4-%xl% 1175 1010 HW 18 - 4-SDSY4Xl% 5-%x2% 5-%x13/4 805 690 HGAMIOJ;w 1741 - I 4-SDSY4X1 Y, 4-%x2% 4-%x2% 1 850 850-1 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 (DFUSYP)&950 lbs(SPF). : .0. *fee 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/'must"used whei*amino anchors are installed on each side of the joist or truss. 0000 • 0000• see HGAM10 Of 00*0:0 HMO ::00 0:0 :0000: V2 At., 86-t '5 71 i mom Figure I 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 �' META12 8 7-10dxl% 1450 6-16d 1450 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dxl% 1450 6-16d 1450 340 725 META18 14 7-10dxl% 1450 6-16d 1450 340 725 18 6-10dx l% 1270 5-16d 1245 340 725 META20 16 7-10dx1'/z 1450 6-16d 1450 340 725 META22 18 7-10dx1'/ 1450 6-16d 1450 340 725 META24 20 7-10dxl% 1450 6-16d 1450 340 725 META40 36 7-10dx1% 1450 6-16d 1450 340 725 HETA12 8 7-10dxl% 1520 7-16d 1780 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 340 725 8-10dx1% 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1% 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1% 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1'/ 1565 7-16d 1820 3408 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 3408 815 9-10dx1% 2010 8-16d 2080 3408 815 HHETA20 14 16 10-10dx 1% 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1% 2235 9-164 2235 3408 815 HHETA40 36 10-10dx1'/ 2235 9-16d 2235 3408 • 815 ••*••• 000000 • HETAL12 7 10-10dx1% 1085 10-16d 1270 415 •1100 •9909• • HETAL16 16 11 14-10dx 1% 1810 13-16d 1810 415 • oti" •' ' 000000 HETAL20 15 14-10dx 1'/z 1810 13-16d 1810 415 1100 • • •••• LTA1 18 3'/8 12-10dx1'/ 1420 12-10dx1%s 1420 485 .*Q% i••••• ••••• •••••• ••• • ••••• Notes: •• •• •• •••••• 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loadiagwbere allowed .' by the Florida Building Code. Loads do not include a stress increase on the strength of Ite sfbet No fujther • •••• increases are permitted. Reduce loads where other loads govern. :00000 2. Five nails must be installed into the truss seat of the HETAL • *00 :*Go*: 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. '• ' .• *00 • • 4. Minimum fc is 2,OOOpsi •• • 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. mom"toe? Typical META Iretalled with TSS Figure 4 Figure 5 Pa.METAIHETAIHHETA Tvplcal Installation LTA1 Typical Installation Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS W d� 3 DETAL20 1 CMU 18-10dxl% 2480 - - 2000P 1370 Concrete 18-10dx l% 2480 - - 2000 1505 META 2 CMU 10-10dxl% 1985 14-16d 1900 1210 1160 Concrete 10-10dx1% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dx1% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dx1 h 2035 14-16d 3350 1225 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 sle in the F,direction. . . .... ...... •• • .. . ....•. .• . ...... :00*0 1� [atiob • •�.O'er..• '� ••• • ••••• 'p,v • • ••••• My Figure 6 DETAL and Double METAIHETAIHHETA Application Page 9 of 13 Simpson Strong-Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS 1${} MSTAM24 18 1% 24 5-%x2% 5-Y4x 1% 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-Yx2%4 14-Yx13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 59% 14-%x2% 14-%4x13/ 26-16d 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 govem. 2. Minimum edge distance is 1 W for Titen Masonry Screws. 3. Minimum fm=1500 psi and minimum f.=2500 psi. 4. Products shall be installed such that the Titan screws are not exposed to moisture. 1Ni C' ilh' •••• �h y • • ni - 4OW • • • • V ' NT ••••• • • rTyx _ • • 1Wq (- �-� Typical USUM •••••• NO USTCLM InsUllaten. Typical MST0116.6'•: • • Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS to is 11 N FGTR 1 2-Titen HD%x5" 18-SDS1/4x3 50008 2 4-Titen HD%x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titen HD%2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD%2x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titen HD Yx5" 36-SDS1/4x3 50008 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 comer 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 comer 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. 1. a.- • • Yi{ f Y•� ••�1CI►Fi�TRB • •• e FGTRHL • • • • • • • • •••••• FM c TRIS 's$ &FpT�OUCO SET FGTRE x o9 a r o, x FGMHLMMEW Figure 8 FGTRIFGTREIFGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS ma �' 1' - s Y; 131 }►wad DOUBLE 2x SIZES LGUM 26-2 12 3 /18 5 4 4-Va'x 4' 4-Wx2W 1430 5595 LGUM 28-2 12 3 he 7 4 6-a/a'x 4' 6-%a°x2Y2° 2435 8250 LGUM 210-2 12 3 /1s 9 4 8-Va'x 4' 8-%4'x2'/' 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-%"x 4' 4-Wx2W 1430 5610 LGUM 28-3 12 5% 7% 4 6-%"x 4' 6-%4'x2'/2' 2435 8290 LGUM 210-3 12 5% 9% 4 8-%"x 4' 8-'/4'x2'/2' 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /1e 5 /16 4 4-a/e'x 4' 4-'/4'x2'/2' 1430 5625 LGUM 28-4 12 6 /1s 7 /1e 4 6-9/a'x 4' 6-Y4'x2'/2' 2435 8335 LGUM 210-4 12 6 /16 9 116 4 8-W x 4' 8-'/4'x2'/2' 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-%'x 4' 4-%4'x2W 1430 5600 LGUM 48 12 3% 6%_ 4 6-%'x 4' 6-/4'x2Y2' 2435 8260 LGUM 410 12 3% 8% 4 8-Va'x 4' 8-Y4'x2W 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-W x 5' 24-%N21/2" 10085 14965 16015 HGUM5.50 7 5'/ 11 5% 8-I%"x 5' 24-%N21/2" 10125 14940 16015 HGUM7.00 7 7 to 5% 8-°/s'x 5' 24-%N21/2" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-•/s'x 5' 24-Wx2'%2' 10415 14740 16015 HGUM9.00 1 7 9 5% 8-Va'x 5' 24-'/4'x2'/2' 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading vAwe allowed by the Florida Building Code. Loads do not include a stress increase on the fenph of the steeL.1Vo •••••• further increases are permitted. Reduce loads where other loads govern. •• • ., .• 2. Minimum fm=1500 psi and fo=2500 psi. ••.••. • •••• • ••••• •••••• ••• • ••••• �4W_6 Y Yy 1'lam' Q0., •• 6 ii �3F N # � r , y, ••• • • 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. sees •••eee .... . . . • .... . ..... •0000• 000 . 00••• 00 .. •0 000000 • 000ee• • 0 e4"8Ch'Y+u &! • • e • •00.00 e p�� • • • • �Y+1y i' !ti'.d':►y'►vq /'dn 000• • • 000 0000.0 st. 00 Inc. P.E. Page 13 of 13 Simpson Strong-Tie t t. s CiTY MIAMIUME WHAlau DADIR COUNTY PRODUCT CONTROL SECTION op 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECON IC•RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE i;NOA) wtivwmiatnidadeaovtceonomv Clopay Building Products Company 8585 Duke Boulevard Mason,OH 45040 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 RER Product Control Section to be used in Miami Dade County and other area where allowed by the Authority Having Jurisdiction(AILT. This NOA shall not be valid after the expiration date stated below.The Miami-lade 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 marmer,the manufacturer will incur the expense of such testing and the AHI may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this accop>tance,if it is determined by Miaml-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 Zane. DESCRIPTION: ► e "- 1 {j Optional Impact Resistant Lites(DP+42.0,-48.0 PSF) APPROVAL DOCUMENT:Drawing No.101702,titled"Single Car W7 Pan Door with Impact Resistant Liles",sheet 1 of 1,dated 06/13/2008,with revision 5 dated 01/0612012,prepared by Clopay Building Products Company,signed and seated by Scott Hamilton,P.E.,bearing the ACami-Dade County uct Control renewal stamp with the Notice of Acceptance number and expiration datq by the Miarb 4We County • Product Control Section. '..' •• • MISSILE IMPACT RATING:Large and Small Missile Impact Resistant ... . . ....• ... . .. LABELING:A permanent label with the manufacturer's name or logo,1400 West Mat"tStleet,Troy,CH 45373;.••• model number,the positive and negative design pressure rating,indicate mVwt rated ifaplSliMle,instl%ito& instruction drawing reference number,approval number(NOA),the applicable test standar8KlU the statement reading:..• `Miami-bade county Product control Approved'is to be located on the door's side tracky l.;At.is angle,*or 0 inner surft... of a penal. 0*0000 ' RENEWAL of this NOA shall be considered after a renewal application has been filed aid Wer f has been na changesine 9 the applicable building code negatively affecting the performance of this product. • . :0'000 TLRhMATION of this NOA will occur after the expiration date or if there las been a revisionwr chapge in Im •••' materials,us%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 rem ival 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 donne in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the marmfac ww or its distributors and spall be available for h ipection at the job site at the request of the Building Official. This NOA renews NOA#12-0125.09 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation Was reviewed by Carlos M Utrera,P.E. tatnt�tatn►rtt:court � 'r� -� Expiration Date: August 21,2018 Approval Date: August 15,2013 1'1#8+�r.C, Page 1 Clouav Building products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.101702,titled"Single Car W7 Pan Door with Impact Resistant Lites", sheet 1 of 1,dated 06/13/2008,with revision 5 dated 01/06/2012,prepared by Clopay Building Products Company,signed and sealed by Scott Hamilton,P.E. B. TESTS "Submitted under NOA#08-0618.03" 1. Test reports on 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3)Cyclic Wind Pressure Loading per FBC,TAS 203-94 4)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 5)Tensile Test per ASTM E8 Along with marked-up drawings and installation diagram of 9'x 8',24ga steel garage door Model 94W7 with windows,prepared by American Test Lab,Inc.,Test Report No.ATLNC 0305.01-08,dated 05/28/2008,signed and sealed by David W. Johnson, P.E. 2. Test report on Salt Spray per ASTM B 117 of painted 040 galvanized coated panels, prepared by Stork Materials Technology,Test Report No.30160-04-63365,dated 01/26/2005,signed by John D.Lee,P.E. 0000 • 0000 0000.. C. CALCULATIONS "Submitted under NOA#08-0618.03" """ •••• • 1. Jamb anchor calculations,prepared by Clopay Building PmQd rompmly,dated V••• 06/13/2008,signed and sealed by Scott Hamilton,P.E. 000090 :000 0• *0000 0000.. ... 0 09000 0000 .. 0000.. D. QUALITY-ASSURANCE •••••• • . . 0000.. 1. Miami-Dade Department of Regulatory and Economic Resources{�RER):"0 0 • .. 0000 0000.. I fo /,, 13 Carlos M.Utrera,P.E. Product Control Examiner NOA No 13-0625.06 Expiration Date: August 21,2018 Approval Date: August 15,2013 E-1 Clonav Building Products Comoanv NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1.. Test report on Accelerated Weathering Using Xenon Arc Light Apparatus per ASTM 0155 of Lexan SIM432T Clear Polycarbonate,prepared by Hurricane Engineering &Testing,Inc.,Test Report No.HETI 06-A802,dated 12104/2006,signed by Rafael E.Droz-Selo,P.E. 2. Test report on Tensile Test per ASTM D638-96 of Lexan SIM432T Clear Polycarbonate,prepared by Hurricane Engineering&Testing,Inc.,Test Report No. HETI-06-T566,dated 12/04/2006,signed by Rafael E.Droz-Selo,P.E. 3. Test report on Tensile Test per ASTM D638-96 of Lexan SIM432T Clear Polycarbonate,prepared by Hurricane Engineering&Testing,Inc.,Test Report No. HETI-06-T634,dated 12/04/2006,signed by Rafael E.Droz-Seda,P.E. 4. Test report on Self-Ignition Temperature per ASTM D 1929,Rate of Burn per ASTM D635,and Smoke Density per ASTM D2843 of the Lexan Plastic,prepared by ETC Laboratories,Test Report No.ETC-06-1024-17496.0,dated 05/26/2006,signed by Joseph L.Doldan,P.E. F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC,dated 06/13/2013,signed apd sealed by Scott Hamilton,P.E. • . .... ...... 2. Statement letter of no financial interest issued by Clopay Buildu Products Company, • dated 06/13/2013,signed and sealed by Scott Hamilton,P.E...•:•• •••••• :096 •• 00000* 0 .... . ..... .. .. .. ...... Carlos M.Utrera,P.E. Product Control Examiner NOA No 13-0625.06 Expiration Date: August 21,2018 Approval Date: August 1%2013 �-2 4 3 2 Wa.r. CLOW MOOELS 84&94.98.HM aeum srvre cc.4W.H4Sr.4f rr ses naaaw w eam sv r waram waa-aae sem.em mm weam se a r -- rrc ms-tr¢aeW®a iP m to a emmr.AfrC ce spec ae8 SE�71@t B-B pa,ewA aceoee�. r raemNe sae ee�B(bps�sea aeesst Anw x eresma (Wrml. .sa4e7Ys E a�mrarf09 u. roarauc ON=� , mss r • w w w • • l�t..ffiew r�a� "•�c � .mnW��m'�4MByrn�`va'r�°oaeaww� v etwoa8 ams. me t m�o�as�wmo<�mm _ d seLAW I s9 wee otw. f • eor �• sooeV. C An.w.re.Wrrwaoars emwPwcs °�„' rr n C �eappaappe� ne a�y�9PWnc�psagopm{w�. sya�u Pml.. e'CHON A Iaa76 at IYa9 iblW Yt^ `Oa�BO�a�c atOlo eaos aoa.r-s• • .rra.aaaracm on= 9<41 wt mom r B.it rA6Mi TO SUPPGRSING RTRLcnrRF AIWHMENT cewrm�wa�wew�a s oasrwwmZsm A �° w°0°scama0iuwmmim �oea�. mamA'° se[P �y a/n4 _ac 88 dsr we ror ammm w eU oowroodm W mwos A am aar•Sa[ eAlAB •..��/�r3m WIIfR WI{fR SAMW006 B&—me Yrr •0aWIr0M PitpYBl[W44 fCY raw �g�p—apt M•�s� aY8 P Wr/0YE0i W16[wMD Y0.r B!Ibf t691MIM 4m a391r[N80D 9 Q�TW m1�[P p��@.q�r� ( ((�� rIr01[ a�wRre rw OMW OOOIL MEW �[a® waa 84e6 P A sa67 re.t eel ep8 Tori two Pq ermer•0mI0R IslFt 0000•• Berg.Urrrrffi Ai19A0 aW8 W 8t l�IYrI WOtlO W U[sum • OEM aas swa ��, Are sm.s aeerW w Pae ac arsaA aae • mom ss®� a e s.410167 • • • i�are�oaiaeW m nr • �wya•wm®. �� baa Peaa®. •••••• •••• ••• r-ur 7-1�8• amamhE.a�O•Wrtss B-W vaA.W aa.e¢ � TO SUPPOHMM STRU MATt•Arvarar • • L ( Am Dea4aeNs ins W� ow 10 at tisw ap •• or- sseos*ow�wr�-- •••• • • KINE e+H•tttaMOM- re[ a�Bora ••• •• W:s tl-Vs"metol ur vrcer aaesmr w•�•f+'wr.Wa[s�rla W-4rt try emao er saw •• Iw.Wf481m®Bap.B-aAB ea aw aaw 8191.sweat >�irre� •- �01Sd'.1R a■4rlwt arf/aa. •• ••••� A .oss .eea fe°vr.eim' eaaa4 r p(z.(.a • • A a ce9at M.Rot sr�a er Was} 1 LOADS:+62.0 P &-48.0 PSF41 rwwc a ma�oo `ct�rai .m a'®v. TdFRAt�ES m.aan i % ea ate'wasw®eaw®.W raa =CI®pa era smsaa.a. aas-sAw 1•i•• 9b•MB 1�'CH • �� amara usa.tm®taeWs 9r aors as s s Ss10tt CAR ae7 near aeQ wee Wvec a to+aRms uwr °e�sfOP°Rau eeo, r W� �i�V ave r r� Building F�rodUCfs wam am sao 1a Com n i ND 7V -V A., rw J-1 ww" IL vA -ARM "TZ.� Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-239704 Permit Number: RC-7-15-1844 Scheduled Inspection Date: February 01,2016 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Building Owner: HASSAN, BENJELLOUN Work Classification: Addition Job Address:230 NE 107 Street Miami Shores,FL 33161- Phone Number Parcel Number 1122310130570 Project <NONE> Contractor. PAHER CONSTRUCTION CORP Building Department Comments ADDITION OF A GARAGE ON FAST SIDE OF Infractlo Passed Comments RESIDENCE INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid January 29,2016 For Inspections please call: (305)762-4949 Page 6 of 36 INSPECTION RECORD _POST ON SITE �_____.___�__..___.. Permit NO. RC-7-15-1844 StIORES << Miami Shores Village — — - --- Permit Type:R#jdential Construction 10050 N.E.2nd Avenue Worts Ciassifcatlof}f Ston M. Miami Shores,FL 33138-0000 +�fN7-5, a�° Phone: (305)795-2204 Fax: (305)756-8972 issue Date. 1012312015 /ry 1e� k�ORIDp' Expires: 04120 20 q i 6 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. t Residential Construction Parcel #:1122310130670 Owner's Name:BENJELLOUN HASSAN Owner's Phone: Job Address: 230 NE 107 Street Total Square Feet: 362 Miami Shores FL 33161- Total Job Valuation: $ 38,000.00 Bond Number: WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:OOPM.NO WORK IS ALLOWED ON Contractor(s) Phone Primary Contractor SUNDAY OR HOLIDAYS. PAHER CONSTRUCTION CORP Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARL)IS DISPLAYED AND HAS BEEN APPROVED PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION DATE i SPZONING PLUMBING, INSPECTION GATE INSP INSPECTION Foundation Zoning Final DATE INSP Stemwall ZONING COMMENTS Rough Slab ' Water Service Columns(1st Lift) 2nd Rough Columns(2nd Lift) Top Out Tie Beam 1d'"d � Truss/Rafters Fire Sprinklers / Roof Sheathing Septic Tank Sewer Hook-u Bucks x p Roof Drains Windows/Doors ELECTRICAL Gas Interior Framing Z2 !1 3 p INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid 30 Day Temporary DrywallLawn Sprinklers ✓"; Pooi Bonding Main Drain Firewall c Pool Deck Bonding Pool Piping Wire Lath p g Pool Wet Niche Backflow Preventor Pool Steel Underground Interceptor 'Pool Deck Footer Ground Catch Basins Final Pool Slab Condensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling Rou h Driveway Roug - Driveway Base Telephone Rough PLUMBING COMMENTS Tin Cap i Telephone Final Roof in Progress TV Rough Mop in Progress TV Final Final Roof Cable Rough shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final 9 ADA compliance - MECHANICAL � Alarm Rough INSPECTION _ DATE INSP .�Alarm Final Underground Pipe DOCUMENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate _ Pressure Test Spot Survey Final Hood Final Survey Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum INSPECTION DATE INSP MECHANICAL COMMENTS Final Sprinkler Final Alarm Oct.08/RV 8/31/09 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 inspection Number: INSP-254148 Permit Number: RC-7-15-1844 Inspection Date:April 07,2016 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: HASSAN, BENJELLOUN Work Classification: Addition Job Address:230 NE 107 Street Miami Shores, FL 33161- Phone Number Parcel Number 1122310130670 Project: <NONE> Contractor: PAHER CONSTRUCTION CORP Phone: (786)256-3755 Building Department Comments ADDITION OF A GARAGE ON EAST SIDE OF Infractio Passed Comments RESIDENCE. INSPECTOR COMMENTS False Vy Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-254106. NO FINAL UNTIL DRIVEWAY IN AND SHOWN ON SURVEY Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid For Inspections please call: (305)762-4948 April 07,2016 Page 1 of 1 f Royal Truss Manufacturing 5075 NW 79th Ave. Doral, FL 33166 Royal Truss Tel: (305)822-0020 _ Fax: (305) 851-5860 Site Information: Project CustomerPAHER CONSTR t NAV 17 2015 Site Address:230 NE 107 ST. '••••• MIAMI St: FL. _ BY. General Truss Engineering Criteria &Design Loads (Individual Truss D ng9 ow. . Special Loading Conditions): • .00.00 • • Design Code: FBC2014ITP12007 Design Program: 7.63 Jul 9 2015 Roof Load: 55.0 psf.ww Load:,, • N/�,1•:..' • • • wind Speed: 175 mph 0000 .: • • Wind Code: ••.••. • .' This package includes 10 individual, dated Truss Design Drawings and 0 AdditionalDrav4Qg§:, •••• • With my seal affixed to this sheet, I hereby certify that I am the Truss Design Englneefend this index s1:99t.: conforms to 61015-31.003, section 5 of the Florida Board of Professional Engineers Rules. •�,� No. Date Truss ID# Seal# 1 10/27/15 cis A0027534 2 10/27/15 CJ6A A0027635 3 10/27/15 1-11 A0027536 .. - _0_000.--•-_,__,_ 4 10!27/15 H1A A0027537. H PDRAWING r;�E tI�:,:e 5 10/27/15 J7 A0027538 i". 5"" " 61 10/17/15 J1A A0027539 Review is only for general conformance with cla=tH:. 7 10/27/15 J3 A0027540 concept and infant of contract Docurrrenrs.C3'11'X ;tr ' S 10/27/15 J5 A0027541 soiaiy responsible for verifying dtrrcz,ra::rz~: eotabSishl,s j fabrication processas, rrksa'iS, 9 10/27/15 M9 A0027542 sequences and procedures of construcsie.r, 10 10/27/15 Ti A0027543 cocrrliawtion of wore of a:1 trades. Exceptiortz:,c ::: :• ., w1wd to infaimation shown does not suthprta� requiting in corariet Cost revisians unless so atatG4 ill sei;eratck irott:N or change order. - Reviewed �. ___............ 0000 liemiezved._- 0000 _ _........ _ ..._- Resubmit as No°ed. _. .. No Exceptions Taken. ; Rejected - ® Reviewed - ExeWlons Noted BY: DATE: 10 It . 1 I ' '• �111111111/�� tT- he truss drawing(S) referenced above have been prepared by MiTek �. ATINEZ,e�.,,° industries, Inc. under my direct supervision based on the parameters % ► ° •• ° provided by Royal Truss Manufacturing, Hialeah Gardens, FL. �,`�':' �GEN '•,�G�° : o, 249 Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE#22249, EB#000551.2 .. . NOTE: The seal on these drawings indicate acceptance of. O�, . professional engineering responsibilty for the truss °°°•, 4 � °` �' ° iYLOma33as components shown. I Page 1 of 1 Engin7 Date Job Truss Truss Type Qty Ply a A0027534 10-12-15 CJ6 MONO TRUSS 3 1 Job Reference(optional) . r.ts;"7. -e-JuU,912015 MtTek Industries,Inc. Tue Oct2710:59:40 2015 Pagel 1: it,:.,<:t.,;.!t;i(•iDtOhfl16 Y-ecdOC 1M0_T fAMTyPE22.8Z54L.4njanl bR5dxMJZE4QhfbgVB7pTkso3nyPFCX -1-5-0 , 4-2-2 , 6-11-6 7-0-114 1-5-0 4-2-2 2-9-4 011-8 Scale=1:16.2 i I ••• 2x411 ..•.�. 2.4812 •••�•• • •••••• 3x4s •••••- • ••••• •••••• ••• • ••••• 10 T1 •• WS ••:••• W1 • 9 2 • • • 1 B1 • ••• :••••: d 8 ••�/ • d 6 2x4 11 4x5— 3x4= 6 4-2-2 . 6-11-6 7 14 4-2-2 2-9-4 0-1-8 Plate Offsets(X 1()— 17:0-2-8,0-2A LOADING (psf) SPACING- 14)-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) 0.02 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(TL) -0.03 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:30 Ib FT=O% LUMBER=._. . .... . ... . . . _.._. _.... ._.._ .._.._ ...__....BRACING-._.. . _. .. _. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0.oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. REACTIONS. (Ib/size) 2=297/0-8-0 (min.0-1-8),7=447/0-1-8 (min.0-1-8) Max Horz2=155(LC 5) Max UpIWQ=-254(LC 4),7=-442(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.:-All fords 250(lb)or.less except when shown. TOPCHORD 2-10=-632/438,10-11=-615/439,3-11=-6121442 j BOT CHORD 2-8=-5W599,7-8=-568/599 I WEBS 3-7=-633/600,4-7=191./259 NOTES- 1)Wind:ASCE 7-10;Vult=176.mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat.11; r Exp C;Encl.,GCpi=0.18;C-C Extedor(2)-1-5-6 to 1.6-10,Interior(1)1-6-10 to 7-0-14;Lumber DOL=1.60 plate grip DOL=1.60 ' 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. '4)Provide mechanical connection(by others)of truss to bearing plate at joints)7. ! 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandinget-Joint 2 and 442 Ib uplift at joint 7. 6)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis n tt� n phM 7)In the LOAD CASE(S)section,loads applied to the face of the truss are notod-ag front(F). r CZN6tLTM 9WEV5,PA LOAD CASE(S) Standard PE.31145 OOOM 1)Dead+Roof live(balanced):Lumber Increase=1.33,Plata Inaesse=1.33 Tz�sa , fg�g p p�A 33gr, t 1M-res)3624=7 FAX-00)262-MM Continued on page 2 j T 27 `1 Job Truss Truss Typs,,::r,: r,I7? ,,l ioir.!,:=; (�tY Ply A0027534 10-12-15 CA MONO TRUSS 3 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Oct 2710:59:40 2015 Page 2 ID:OHMS1YegJ000MO Tf771MTyPG22-6Z54L4njBn1 bltS"JZE4QMogVB7pTkso3nyPFCX LOAD CASE(S) Standard Uniform Loads(plf) Vert 1-9=-45 Trapezoidal Loads(plf) Vert:2-2(F=4,B=4)-to-6=-35(F-13,B=13),9=0(F=23,B=23)-to-4=-153(F=54,B--54),4=-123(F=-54,13=54)-to-5-129(F-57,B=57) t • 0 : 4141•••• 0000 • •• • ••0 0 .:9 0• . • • • •• • 4141•••• • •00000 • • • •0000• 4141•• 41 0000• ••4141041 000 • 4141••• 4141 4141 00 41.410•0 ••••41• • 0 • • 0 0 • 0 • • 41.41.41• 0 • • %006: •• • • 0.0 • • • 4141 • • I r CAN, ILTM B IF'A Cht i s I P.E=49 E5.OoOM • B2m sm 3�'r�ac>~r ,ta.o�a I nL-OM)262420' FM-CAM)262-=4 i OCT 2 7 I i Job Truss Truss Type City Ply t 10-12-15 CJ6A MONO TRUSS 1 1 Job Reference(optional) A0027535 7.630 s Jul 9 2015 Mi Tek Industries,Ina Tue Oct 2710:59:41 2015 Page 1 ID:OHMS1YegMOMO TMMTyP=-aMYOoLv49rDvSHBeuYSRdbV37rEeHWNcLbDyPFCW -1-5-0 4-2-2 , 6-11-6 7-0-114 1-5-0 4-2-2 29-4 0-1-8 Scale=1:13.4 2x4 11 248 12 i •�• •��• 3x4 s 0000 • 0000•• • 2 0000• • • •0000• . T1 0 9 0.0.0 i• •i • 0 • 8 0000 • •0 .0 ••�••� •• i ••••0 1 W1 •• •• 000000 W2 0 •••0•• • • ••000• • .*00 000•• to • • ••• • • fl7 0•�0 i Q 2x4 I I 4x5= 3x4= 5 4-2-2 6-11-6 7-0-,14 4-2-2 2-9-4 01118 Plate Offsets(X,Y)— [6:0-2-8,0-2-8] LOADING (psf) SPACING- 1_" CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 30.0_ Plate Grip DOL 1.33 TC 0.24 Vert(LL) 0.02 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(TL) -0.03 1-7 >999 180 BCLL 0.0 Rep Stress Ina' NO WB 0.11 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:28 lb FT=0% LUMBER--- _.._.. ......_...-..- BRACING- TOP RACING- ..TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. i REACTIONS. (Ib/size) 1=220/0-8-0 (min.0-1-8),6=458/0.14 (min.0-1--8)-..•. - Max Horz 1=150(LC 5) Max Uplift1=-159(LC 4),6=-447(LC 5) FORCES. (lb)-Max.Comp./Max Ten.:-All forces 250(lb)or Jess except when shown. TOP CHORD 1-8=-676/463,8-9=-657/464,2-9=-641/467 BOT CHORD 1-7=-595/648,6-7=595/648 j WEBS 2-6=-688/628,3-6=184/255 ! • i NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11; r Exp C;End.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Intedor(1)3-4-0 to 7-0-14;Lumber DOL=1.60 plate grip DOL=1.60 ' 2)Plates checked for a plus or minus 0 degree rotation about its center. •3)This truss has been designed for a 10.0 psf bottom chord live load nonconaurent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 69 11;uplift atioint 4 and 447 Ib uplift at joint 6. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fbdty model was used in the analysis n t gRL%"' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) r COhI8LTAY OWE=,PA LOAD CASE(S) Standard FE.22249 t E8. 1)Dead+Roof Live(balanced):Lumber Inarease=1.33,PI&te Increase=1.33 ,MaZAM W^ROWa 1R-(30!5)262-6Z5- PAX-OW 261-WA Continued on page 20 UC r2 fi `0. Job Truss Truss Type (qty Ply 10-12-15 j CJ6A MONO TRUSS..;• +: ,r A0027535 Job Reference(optional) ;-.7iMw.—J0;Q 20.15WTek Industries,Inc. Tue Oct 2710:59:41 2015 Page 2 }..t;r .. •fD.OHMS1Y ilMO TfMMTyPG22-aMYOoLv49rDvSHBeuYSRdbV37rEeHziNcLbDyPFCW LOAD CASE(S) Standard Trapezoidal Loads(pit) Vert:•1-2(F=4,B=4)-to-5-35(F=13,B=13),1-7(F=19,B=19)-to-3=153(F=54,B=54),3-123(F=-K B=-54)-to-4=129(F-57,B=57) 060:00 0 ••••+• • • •••••• •••• • ••••• •••••• ••• • ••••• •• •• •• ••t••• , •••••• • • •••••• • • • • • 00 0 009 • 1 I r WOUM WMEM,PA at/STTdlCitq?/1(, PE 22149 En oo0VA '�8k139th TERR4CE t6N'A,H.ORIDA 3365 • TEL-(3 2267-6223• W-00)262-WA OCT 27 Job Truss Truss Type Qty Ply A0027536 10-12-15 H1 ROOF TRUSS 1 2 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Tue Oct 2710:58:34 2015 Page 1 ID:OHMS1Yegl=MO TfMMTyPG22-2s67UW KhVJMhcgPm3BquJL8X3E 2M16ISUlcyPFDZ -1-0-0 , 5-0-0 6-8-0 11-8-0 , 1-M 5-0-0 ` ' 1-8-0 5-M I Scale=1:21.4 4x8 4x4= 3.50 F12 3 4 9 8 1 1 `4 • rn 2 5 Li ET • IC? 7 6 .. ...... • 3x4= � 2x4 11 3x4= •••••• • 3x4— • •••••• •••••• 5-M 1-8-0 5-0-0 •o�': ' i • Plate Offsets{X,Y)— [3:0-5-4,0-2-01 LOADING (psi) SPACING- 140-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 ,} Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(TL) 4)i07 7 >999 180 ' BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) D.02 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matra) Weight:86 Ib FT=O% LUMBER— . .._ .. . ._ _.._ ... ..... .- ... _._._.... ._... . . ... ...._.BRACING--.. . . ... . .. ... TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=762/048-0 (min.0-1-8),2=83210-8-0 (min.0-1-8) Max Horz 2=30(LC 4) Max Uplift5-565(1_C 5),2=-649(LC 4) r; FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less excel3l wlien shown"i" TOP,CHORD 2-8=-2109/1526,3-8=-2074/1530,3-4--2034/1536,4-9=2083/1556, 5-9-2124/1553 BOT CHORD 2-7=1410/1976,6-7=-1437/2018,5-6--1440/1992 WEBS 3-7=-284.1433,4-6--2931469 NOTES- I • r 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: i r I Top chords•connected•as follows:2x4-1 row at 0-9-0 oc.. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(O i3rbadc(B)face in the LOAD CASE(S)section.Ply to'ply connections have been provided to distribute only loads noted otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;B . 15f t;Cat. � PA Exp C;Encl.,GCpi=0.18;C-C Exterior(2)-1-0-8 to 1.-11-8,Interior(1)1-11-8 to 11-4-0;Lu — 0 plate grip CIVL/6TRZ7WA DOL=1.60 P�.21145 E3. 5}Provide adequate drainage to prevent water ponding. M20 6A Y, A 3 w 6)Plates checked for a plus or minus 0 degree rotation about its center. M-00)MI-i x�• FAX-005)200114-e 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurr_ent with any ther 100e loads- Continued on page 2 r Job Truss Truss Type Qty Ply r A0027536 10-12-15 H1 ROOF TRUSS 1 2 Job Reference(optional) 7,t33Q s,Jul 9 2015 Mi Tek Industries,Inc. Tue Oct 2710:58:34 2015.Page 2 I :0H tYeg1000M0 TP�7tMTyPG22-2s67UW KhVjMhcgPm3BquJL8X3E 2Mf61St11cyPFDZ NOTES- -;,�;i; a• t - ,�M .,_., :} 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 565 Ib uplift at joint 5 and 649 Ib uplift at joint 2. 9)"Semi-rigid pitchbreaks with fixed heels"Member'end fbdty model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)390 Ib down and 316 Ib up at 6-8-0,and 390 lb down and 316 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1-3=-45,3.4=-120(F=-75),45=45,2-7=10,6-7=-27(F=-17),5-6=10 Concentrated Loads(lb) Vert 7=-390(F)6-390(F) • � 0000•• • • • ' 0000•• •• • . • •00••• 0 0000•• 0 • 0000•• • 0000•0 - . • • 0•00 0000•• • 0 • • • • 0000•• 0000 • •• 00000 • 0.000 0:000• • • • • • 0: •• •• • •• 0000•• • 0000•• • • • 00000:• 000••• •• • 0000•• I 1 i • I CONSIlLTM PA . GlYlk./87tdlCit$iA{. � FE M45 Ea OvSM ' 'Q?ID!�39th TEriRAGE FLOR$lA 3355 • VICTEL-130512+67-b225• fAX-1308)762-7011 7 2, 7 Job Truss Truss TypeQ'yPfy A0027537 r 10-12-15 H1A ROOF TRUSS 1 2 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Tue Oct 2710:58:35 2015 Page 1 ID:OHMS1YegK=MO TfMMTyPG22-W3gWis?ySorDlmPbKM3QWuJHSaDnpvFXBdsH2yPFDY -1-0-0 6-8-0 11-8-0 , 5-0-0 , --�-- 1-0-0 5-0-0 1-8-0 5-0-0 Scale=1:21.4 _ 4x8— 4x4= 3.50 12 3 4 9 8 W1 W1 w _ 5 2 a k • • • 6 6 0000• g 7 6 0000 • • •6 3x4= 2x4 II 3x4= 000060 :00000 3x4= • •666•• 066666 • • • •00• • • •6.66• • • ••666• • 6 6060 • 00000 60•66• 666 • • • •• 6• • • •• 06.660 •0.06• 6 • • • • • • :66••• •600.0 5-0-0 6-8-0 1->?b • ...0 Plate Offsets(X 1)— D:915-4,0-2-01 •• • LOADING (psf) SPACING- 140-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(TL) -0.07 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) - - Weight:86 Ib FT=0% LUMBER- r : .._ .,. •l- . BRACING ;. _... ... ......._. TOP CHORD 2x4 SP No.2 ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=762/0-8-0 (min.0-1-8),2--8321043-0 (min.0-1-8) Max Horz 2=30(LC 4) Max Uplift5=565(1-C 5),2=-649(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=2109/1526,3-8=2074/1530,3-4=-2034/1536,4-9=2083/1556, 5-9=2124/1553 BOT CHORD 2-7=-1410/1976,6-7=-1437/2018,5-6--1440/1992 WEBS 3-7=2841433,4-6=-293(469 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x(T)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc.- Bottom chords connected as follows:'2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-11ow at 0-9-0 oc. _ 2)All loads are considered equally.applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads.noted Of k0p,unlej otherwise indicated. 3)Unbalanced roof live loads have been considered for thWdestgn. '` O�ffftnd� D' 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;B D5. =15ft;CatlttL.TM PA Exp C;Encl.,GCpi=0.18;C-C Exterior(2)--1-0-8 to 1-11-8,Interiog1)1-11-8 to 11-4-0;Lu b plate grip Cht/5714MAl. DOL=1.60 RE22245 E86AVO S1? 5)Provide adequate drainage to prevent water ponding. »Ado!�rt,11 t H oRniA 3365 ' •6)Plates checked for a plus or minus 0 degree rotation about its center. IM-00)204M M FAX-t1uxa-W 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an f Continued on page 2 2 7 Job Truss Truss Type (qty Ply A0027537 10-12-15 j H1A ROOF TRUSS 1 2 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Oct 2710:58:35.2015 Page 2 NOTES- ID:OHMS1YeglOCOMC TfMMTyPG22.W3gWiaTySorDlmPW(ni3QWuJHSaDnp%fX6dsH2yPFDY 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 565 Ib uplift at joint 5 and 649 Ib uplift at joint 2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fodty model was used in the analysis and design of this truss. 10)Hangers)or other connection device(s),shall be provided sufi`igiWt to support concentrated loads)390 Ib down and 316 Ib up at 6-8-0,and 390 Ib down and 3161b up at 540 on bottom chord. The desigrLlsoe.OM pf*ur rpppnec tigtl;dW*c e(s)J the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert 1-3=-45,3-4=-120(17=75),4-5=-45,2-7=10,6-7=27(F=-17),5-6==10 Concentrated Loads(lb) Vert 7-390(F)6=-390(F) 0000•• •• • :000:0 •000•• •• • 0000•• • 0000•• 0000•• • • • r.,.•s; ;.,, 000000 •i 0000 • • • •,WN4;^:Y^..-�i ri!:0.r,. .(i y,n;: -- • 0000•• - •00• • 0000• 0000•• ••• • 0000• • • • •• ••0 •• 0000•• •••••• • • ' • • • • 0000•• •••••• .• • • 0000•• 00 0 . I i I • t • j COIOLTWx 13 ,PA • C,lY�t 87R1CIIiRt1L PE 22249 ES.saIDll'W ' ,z�Ism�xr,t t�•a,a.o1�A M-00W262.62W FAX-040t262-20u OCT 2 7 27q Job Truss Truss Type Qty Ply r A0027538 10-12-15 J1 ROOF TRUSS 7 1 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Tue Oct 2710:58:35 2015 Page 1 ID:OHMS1Yegl000MO TfMMTyPG22-W3gWis7ySorDimPbKd3QWuLpWnpgFX6dsH2yPFDY 1-1-8 , 1-0-0 1-1-8 Scale=1:4.5 3 3.50 F12 2 Cl) d 1 T1 61 0 Qo c 0000•• .. . :090 . 096.66 . 000000 o /�0 Q 0000••. • • • (/�\ Qo ...... ...... .... . ..... 2x4. •• •• •• •0009• ••999• • • ' • • • • •6.0.0 6.090• 1-1-8 :....: 14-8 LOADING (pso SPACING- 1-0-0 CSI. DEFL in (loc)• I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL - 1.33 BC 0.01 Vert(TL) -0.00 2 - >999 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:5 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No:2- _....._.... . ... ...TOP CHORD Structutal'wood'sheathing dir'ectly'applied or 1=1-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT.CHORD - -Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-6/Mechanical,2=105/0411-0 (min.0-1-8),4--5 ockinical Max Horz2=42(LC 4) Max Uplift3=-6(LC 1),2-146(LC 4) Max Grav3=13(LC 4),2=105(LC 1),4=10(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.0psf;h=15ft;Cat.11; Exp C;End.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nondoncurrent with any-other live loads. 4)Refer to girder(s)for.truss to truss connections. • i -5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 Ib uplift at joint 3 and 146 lb uplift'atjoint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -LOAD CASE(S) Standard oma ® �• fr'� I COl ILTM Ham,PA i Chi/Vr9X 7 FAd. PF.22249 E8.000M wo 891 rA TERRACEf9 nFLORIDA-vw IM-OW)763-6775• PAX-(NO)367-30W F3 Za Job Truss Truss Type , Qty Ply a A0027539 10-12-15 J1A ROOF TRUSS 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MTek Industries,Inc. Tue Oct 27 10:58:35 2015 Page 1 • ID:OHMS1YegjOCOMO TfMMTyPG22-W3gWis?ySorDlmPbKni30WuMhseXnpgFXedsH2yPFDY 1-1-8 1-1-8 Scale=1:4.4 3.5012 2 • 1 T1 rz 131 0 Qo 0000•• Qp • • • 0060:• •• • • • 0 0000•• 999.99 • •9990• Qp 000.90 • c •0909• . QO •00• • • 0 0 • • •9699• 9060• •090 • � • - - •9906• •6• • 0000• 3 • 0 • 0 _ •• •• •• 2x4 •9.999 • 999060 • • • 6 • • 09960• •9696• 1-1-8 0 1-1-8 •• 0 0 000 . 0 0. LOADING (psf) SPACING- 140-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.01 Vert(LL) -0.00 •1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a Na, BCDL 10.0 Code FBC2014/TP12007 (Matra) Weight:4 Ib FT=0% LUMBER- _.._ ._.. �B)ZAEING- TOP CHORD' 2x4 SP No.2 "' "' TOP CHORD Structural wood'sheatliirig diiedIy'6ppr'ied 614-8 oc BOT CHORD 2X4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS. (Ib/size) 1=27/0-8-0 (min.0-1-8),2=22/Mechanical,3=5/Mechanical Max Horz 1=21(LC 4) Max Upliftl=-23(LC 4),2=-33(LC•4) Max Grav1=27(LC 1),2=22(LC 1),3=1O(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVH5 Z;TCDL= .Opsf;BCDL=5.Opsf,h=15ft;Cat.11; Exp C;Enc.,GCpi=0:18;C-C Exterwr(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 Ib uplift at joint 1 and 33 lb uplift at joint 2. ! 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • tFr:f... t• i CONSLILTIIYi Broem,PA CNL/S71HCRPAd,. P.£2xt49 E8 •6t0 WL 3VA 7@a AM MAM RAWA 3355 ' r TEL-1303)26-617$• FAX-001262-WA I T 2 7 Job Truss Truss Type Qty Ply AO027540 10-12-15 J3 ROOF TRUSS 7 . 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Ina Tue Oct 2710:58:35 2015 Page 1 ID:OHMS1YeglOCOMO TfMMTyPG22-W3gWis?ySorDimPbM3QWuLGSe?npgFX6dsH2yPFDY -1-0-0 , 3-1-8 , 1-0-0 3-1-8 Scale=1:8.2 3 3.50 F12 5 2 T1 1 131 • •••••• • 2x4= •••• ••••• •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• 3-1-8 �..... • 3-1-8 '••i� �••••� LOADING (psf) SPACING- 140-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.10 3 y .j=,Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:11 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP'No.2_.__ . .... _. .. .._ ......._.. . ...... ..... TOP CHORDStnlcturaf wood'sheathingdiredtly aPPlied o"r 3-1-8 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=38/Mechanical,2=148/0-8-0 (min.*G-1-8),4=1 3/Mechanical Max Horz2=70(LC 5) Max Uplift3=-60(LC 5),2=179(LG 4) Max Grav3=38(LC 1),2=148(LC 1),4=26(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf-,h=15ft;Cat.II; Exp C;Encl.,GCpi=0.'18;C-C Exterior(2)-1-0-8 to 1-11-8,Interior(1)1-11-8 to 2-9-8;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j R 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and iI 179 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analys4 and design of this truss. i LOAD CASE(S) Standard' CONSJL M 131541IRTM,PA 1=K/ST9,11MURAL P.E.22249 EEL 000M Wo 61 Mh MWACE Mt MOMA aria ' TEL-(305)262-62Z, I:ax-(ang)w2-WA OCT 2 7 Job Truss Truss Type Qty Ply t .A0027541 10-12-15 J5 ROOF TRUSS 4 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Oct 2710:58:35 2015 Page 1 ID:OHMS1YegjOCOMO Tf77iMTyPG22-W3gWs?ySorDimPbKni30WuEkSb2npgFXBdsH2yPFDY 5-0-0 , 1-0-0 5-0-0 ' Scale=1:11.7 3 3.50 FIT 5 T1 2 1 B1 i.••i• ccc555JJJ,,, _.. ... ... .. ..... . _..._.-.. __.. _..,---...- • • • 0000 • 0000•• • .i•.•• 0000•• • 0000•• 3x4= 0.00.0 •..i• • • 0000 • •i..• 0000•• 0000 : 0.000 • • •• •• •• 0000•• • ••0• • • • - • • • • • • • • 000006 •0000• 5-0-0 0 • • • • .000• 5-0-0 •. . •.. • - Plate Offsets MY)— [2:0-3-13,Edge] •• • LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(TL) -0.05 2-4 >984 180- BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(FL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:17 Ib FT=0% LUMBER;;- _._.. .__.. -BRACING= _ ......._ .... ......._. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP No.2 purlins. -BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in j accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=175/Mechanical,2=382/0-8-0 (min.0-1-8),4=43/Mechanical Max Horz2=194(LC 5) Max Uplift3=272(LC 5);2=-392(LC 4) Max Grav3=175(LC 1),2=382(LC 1),4=87(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II; Exp C;End.,GCpi=0,18;C-C Exterior(2)-1-0-8 to 1-11-8,Interior(1)1-11-8 to 4-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 4)Refer to girders)for truss to truss connections. ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandintr Flo uplatatjointian 392 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in•the analysi .a f fir i truss. • , . CON91d.TA1G ;PA LOAD CASE(S) Standard t'.F.71245 Ell,OOO Si? -00&11.3-A 7k7WCEmftn4 A 3353 TEL-x305)262-&X60 FAX-00)262-MW i OCT 2 7 j Job Truss VSS Ply A0027542 10-12-15 M9 1 1 Job Reference(optional) 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Oct 2710:58:35 2015 Page 1 ID:OHMS1YegjOCOMO TfMMTyPG22-W3gWis?ySorDlmPbKni3QWuLaSe?npgFX6dsH4PFDY 3-1-8 3=1-8 Scale=1:6.6 2 i 3.50 12 I r 1 T1 131 •• • • 000.0 • Qo 00 0 • • • •0.00• 0 Q, 000000 • 00.000 • • 000•00 ' • •0.00•0 • •0000• Q° 0000• 0 0.000 000••• •0• 0 00000 2x4= •• •• 11 00 0000:0 • 0 00.0• 0 0 0 • • • • • • 0.0000 3-1-8 • :00.0• • .0.00• LOADING (psf) SPACING- 1-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.08 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:10 Ib FT=0% LUMBER- BRACING- _ TOFCHORD *Zx4 SP No:2- - - ''TOP:CHORD Structural woad sheathing directly applied or' t-8 oc BOT CHORD.2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 19/0-8-0 (min.0-1-8),2=55/Mechahical,3=13/Mechanical Max Horz 1=54(LC 4) Max Uplift1=56(LC 4),2=81(LC 4) Max Grav1=69(LC 1),2=55(LC 1),3=26(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.0psf;h=15ft;Cat.II; Exp C;Enc.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for-truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 81 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ; CONSILTM FIA I P.E.M49 E.B.IDID,¢65R • T210 831.39th 3ERRACE MM1,#l.013ti,4 33E5 ' i TF1-r.4a)262-b236• FAX-(m)262 w OCT 2 7 i f Job Truss Truss Type Qty Ply r 1 10-12-15 T1 ROOF TRUSS 11 A0027543 1 � Job Reference(optionalli 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Oct 2710:58:36 2015 Page 1 ID:OHMS1YegiOCOMO Tf?71MTyP=- FDwBOaD6z4ww ntUDW(RPlssmWG?PImMPpUyPFDX 5-10-0 , 11-8-0 , ' 1-0-0 ' 5-10-0 . 5-10-0 Scale=1:20.9 Camber=1/16 in a 4x4= 3.50 F12 3 8 7 9 2 4 IA IV . 6 e, 4x5= 2x4 11 4x5= 5-10-0 .11.8-0.. �••••• • • 5-10-0 5-'Kid.•• Plate Offsets 2:0-3-5,Ed a 4:0-3-5,Ed e .••• ••••• •• • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (I�) Udefl L/ PLA'�ES GRIP ••• •• TCLL 30.0 Plate Grip DOL 1.33 TC 0.57 VerIt`_t _ -0.05 4-5 >999 248•: •: MT2800. ; 244/100-- TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.13 4-5 >999 188• ' •• •••••• BCLL 0.0 Rep Stress incr YES WB 0.06 Horc(TL) 0.02 4 n/a n/f00:0: • •' BCDL 10.0 Code FBC2014I1'P12007 (Matrix) • : Weight:39.Ib FTcA• LUMBER;;- _._. . ...... ........ .... • _ ...!_._.... . .._...._. • .....BRACING._... _. .. .. . .. _ .. -.- ..••'•.�.. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appliM tr 4-2-A oc • BOT CHORD 2x4 SP No.2 purlins. 4041 40 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. MITek recommends that Stabilizers and required — - 13<` -' -cross bracing be installed during truss erection,in _accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=597/0-8-0 (min.0-1-8),2=73610-8-0 (min.0-1•+8) Max Horz 2=26(LC 4) Max Uplift4=401(L9 5),.2=-571(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=-1203/700,6-7=11351703,3-7=1127/712,3-8=111W27, 8-9=-11271719,4-9=42001718 BOT CHORD 2-5=-60011075,4-5=-600/1075 WEBS 3-5=-61265 NOTES- i r 1)Unbalanced roof live loads have been considered for this design. ' 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;{TCDL=5.0psf,BCDL=5.Opsf;h=15ft;Cat.II- �o Exp C;Encl.,GCpi=0.1$;C-C Exterior(2)-1-0-8 to'1-11-B,Interior(1)1-111=8 to 5-10-0,Exterior(2)5-10-0 to 8-10-0; Lumber DOL=1.60 plate grip DOL=1.60 1 3)Plates checked for a plus or minus 0 degree rotation about its center. ,� I 4)This truss has been designed for a.10,0 psf bottom chord live load nonconcurrent with any of ds. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi I at joint 4 a -�8� 4L'—,P-4 571 Ib uplift at joint 2. C&L/SNXIVA 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysi a f this truss.M 22243 E5.0000 WO SAM MWACE"^fl.ORIDA 3355 ' LOAD CASE(S) Standard 78-x305)161-671Ti rau-t3ms�aws- T 2 7 t ilv.*1x{011 "` AlmL�" �xv� �i°�t+ ��"' �a �n11 <fir 'T E- llui* 3 R f � �.�__ ro , _ M. . . HIB-91, Summary COMMENTARY and RECOMMENDATIONS for y . HANDLING, INSTALLING &BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrio Dr.,Suite 200 - PLATE CONNECTED WOOD TRUSSES® Madison,Wisconsin 53719 (608)833-5900 It is the responsibility of the Installer (builder, building contractor, licensed personnel inthe woodtruss Industry,but must,duetothe nature of responsibilities contractor, erector or erection contractor) to properly receive, unload, store; involved,be presented as a guide forthe use of a qualified.building designer or handle, install and brace metal plate connected wood trwses to Arotect life and installer.Thus,theTruss Plate Institute,Inc..expressly disclaims any responsibility propertV.Theinstallermustexercisethesamehighdegreeofsafetyawarenessas fordamagesarisingfromtheuse,application orieliance,ontherecommendations with any other structural material.TPI does not intend these recommendations to and information contained.herein by building designers„installers,and others. beinterpretedassuperiortotheprojectArchkoct'sorEngineer'sdesignspeoffication Copyright®by Truss Plate Institute,Inc..All rights reserved.This document or. for,handling,installing and bracing woodtrussesforaparticularrooforfloor.The” any part thereof m ust not be reprqd uPed I n any form witliout written permission, recommendations are-based upon the collective experience of leadina technical- of the publisher.Printed in the United States of America: 91 mmmrm. :e „ ♦!!N! .. RUSS,STORAGEr • ...�..1� .... . . .'A alae -♦r �,�.�-' .i. • Y r� t 4 3 1."y WAr , Trussesstored horizontallyshouldbesup- on blocking to preyeko excessiv..e Trusses stored vertically .should•be ateraI:bending pnd lessen moisture gain braced to.prevent#oppling or.tipping. r k". Frame 1 �. _ A `•�` � CZ��e ea. � •ra o e ��4 a,d �[E+o P e. �� Gscl _ � a . � �A s ear ° .•E� "'° f - sec �� '.' �. .I� ;o ��s .3r 5 , � k , � i -------------- I//i 34-0 103 01110 FORIWIC., Mao �._¢.e _-- e �'n £'r "_ -rpt"' tae ` '; „'x "�'��s` Y r r r s`j. F°ft`,.'• `, $. ;_,��"r;-;. .r 6 t e� a `"j "c F x _s3. y "1.�% P—R �s k rXf+CMR i " , `:i` 's:r W e- ''�-'`:s e- �' yy 'sr3_ `r `S 'g"s;�y,a say ¢` .'°" .i,a"' ez• K `y*^" � •., a ^t. e Z' ,s`- .+- _ :� ,,p�'"�' _ ,psi-F �. S^ ��: ^'rsw y:'�5 t 1 A 'v.-, .� .19z"• '".$a. " �; ;.��`S..s '•e. ''L., ;-'. ",;i°?a� 6 -'As... ^�` .•.�o&::} t:, tbe'a..r•; \.. '��."2�7f�Vs A� �� s�'� ry 7e�d€ � '�".�a¢"a�i 4.�*+�� -Ff c a's � i :��.: � �c^�-., �� .; .:E✓z^' �w�-..;_,b\��"e��sS�.s� , -v'-"i� ��.T s 3�`„3� � ,�� b1��-�.v cy..3� ,� c � s.`t°-.7_at'ti➢�J`Ff_", Jd�: a=,i_ `"r�z'a. ._g sm-_ '' ' x,..ass! rte.� r ;;�sr - a'-t:. - �. .``•z- ,�-�A: `G`�'s.-r�a.'Sn..�.. T>h. ra�t- D. - .[u -` c z..7Stx5�.'f � ... .—�..xr.• _s._ _ �..cam-;w_,.- a,�,.��.-_� a'r..s art .+_"�:«+a.rc�. � V I III .w W FES` 3'51• h �I� '�\ •�,��, �F..,�. Yw..� �9 ,�}� ,� �'tl' nr'� t WE Up / 4rn h-t FII A� �, � t� k8,�'u r �rXY,y^�t�" z ,�, ,,,/�, ,�`2v a:.e �P r�P`€. r• "S `�+' ,�-y.fi't��(.�"�x�"'wi��,�� ?� ��'Y�Aa`� s�Z��•h*�`�r�' '` , Tg�^` x lC �u7��r� ,i�u,iri i., ri i i� ,I i �,;dnf sµ iti � •e� i i - IIII li is � aJ i IIx pN'il b illil'ii �,iiy I � �d 4 . ', � , ,� '� x' � ToP�c�ib'�b blbac�' sR�►ci�'. $ 12 4or greater yli,3 M1NIMUiY1 '�ATiERII�BRgCE` sPAC� 'G:{DB� Y• I ' i�4u3'";,,q, r t xn,i SPAN� ;"� PiTCii SPAGII�6G�LB� � , �' ` 6f i(:` x h�dl,i:�:�el id•,, I:' y,..N,ii.:i .�i arx?i:I�,iI p,:!at'i i i!, 7n• P D Oil! Up to 32' 412 8' 20 is Over 32'-48' 4/12 6' 10 7 Over 48'-60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF=Douglas Fir-Larch SP-Southern Pine • HF-Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord • All lateral braces Lateral Brace--�, lapped at least 2 Required trusses. �- 10"or Greater Attachment Required rs�. - s MVP Top chords thataralateraUybraced can buckle � togetherardcauseoollapseHthemtamdiago- nalbracing.Diagonalbraeingshoulibenaued x totheundenaWeotthatopohordwhenpurg1re aro attached to the topside of the top chordiii: !•Y�F x .. Ii �►��. ss a lF• ,,,{{.,:IIi4 'w• I4IjI,I(d��,i, •:'1"a �INi iN{,bii!�, '�i`>ti+F.. yAl•, .i .�` i;_ , t.ri-.,, i`t€.,.i.::Iur,iap,i,u...,± q :T Y it. :rL,:.�:A.iiQ9 ,n, n,i: 'e '�1 T� M•.M�! l b�TC�''(�I4,iiw�,p� k'idTl=p�LBRACP S'�+AL"ING(D�Bh Id u: E 4. t. 12., •r:<L a : �,. �'':� � t f 44i i,k4�hi�,a 1 h�I�q �,i:.tt.. �:5[!ry ia.xi� •:,rj,'^ :,, � i l;.t1��: G4'1'H �4'a�.,(i ..5 � a+ C� '!;� '�!�•♦e SF�1N' iii 'i gIFFER� SP/CING{LBc�' #ttU u :, = • SP DF'; ,,;$PF HF` • i.;' ,�„ •� U to 28' 2.5 7' 17 12 • wr�rr } • � *� Over 28'-42' 3.0 6' 9 6 • "e s> }t tV�1 a si , Over 42'-60' 3.0 5' S 3 ' + ! k • t Over 60' See a registered professional engineer Douglas Flr°Latch SP Southern Pine "HF HertrFir t SPF Spruce-Pine-Flr Continuous Top Chord < Lateral Brace --�` AII laterll b1'AC�s _ Required lapped at least 2 trusses 10"or Greater Attachment Required �w :0� tibcr Tchordsthatarelateral braced can buckle op IY togatherardoausecolbopeeffthereisnodlago- ��J nalbrecing.DiagonalbracingshouIdbenailed to the underskis of the top chord when purlins are attached to the topside of the top chord Frame 3 �. �717T�F�J3fa"� �.�� fir, �:..� ' `► r MINIM lo"PORM0,41WIPP, rzll x Wa ` ron=v�� '^ ' \' .diy 9.• gam, '�'a4° F R$ ? r ? .�kis ' k Y.,"i a w *� ;. i�`..�^ '�S f � a ?7 } � � �,,, _ �l�x .6. PARALLE YTOP CHORD • / Continuous ._� • Lateral Brace Required DEPTH SPACING(LBS) 10'or Greater : - Attachment Required MEMO WON Sk. T . fir°` x - � �o,S y ^Lx d" ",z.�2.,> .�' PS�'+�, �.�'C .. s:'.•.r'.e 5 _. ...% x".y + .3^ 7 e i,. 'F Fri ,•ySY s0 _s_. s t+ �'� y— L' .l.s,.i �m ' .. I !!: the topolde of the top chwit ot WN gng tl �.� ' yy � .< w.i^ASN %'J l ,,,.� -• �� ® v ISI , s IN 12 TOP CHORD 3 or 8, greater .TOP CHORD DIAGONAL BRACE � (Ce MINIMUM` LATERAL BRACE SPACING w 8, SPAN PITCH `SPACING(LBS). 10 trussesj:. SP DF SPF HF mss/ Up to 24' 3/12 8' 17 12 Over 24'-42' 3/12 7' 10 6 Over 42'-54' 3/12 6' 6 4 \ ` Over 54' See a registered professional engineer DF-Douglas Fir-Larch SP Southern Pine oy ` WF-Hem-Fir SPF-Spruce-Pine-Fir ti 0 $�Q�� \ • All lateral braces k � F' lapped at least 2 , , Va. trusses. Diagonal brace also required on end verticals. , Continuous Top Chord Lateral Brace Required Topchords thatare laterally braced con buckle togetherandcausecoitapseiftherelsnodiago• 10"or Greater nalbracing.Diagonalbracingshouldbenailed n to the underside of the top chord when purlins =R are attached to the topakte of the top chord .' Attachment NO TRUSS Required • iiw, N�.'4, N tit *000,8'• T O T Rd ' ".'t a� .R.� ...� ' INSTALLA I N OLE CIES •�1 •ef•�er. Les •' • � at Lon) #F ti lis • PLUMB Don). ;D/50.•; �(ft) . Lesser of 12" 1/4" 1_1200 or 24" 12" 2' 36" 3/4" 3' 48" 1" 4' l 60" 1-1/4u 5' - LM) _ L(in) 72" 1-1 2" 6' l 84" 1-3 4" 7' i 96" 2 8' Truss 1108" 2" 9' Depth :::::::........... :::::::::::::::::..... .........:.::::::::::::r...........,.............,. DM) i +Y. Lesser of i L/Mor2" • i - Lesser of - ... . .. .. D/50 or 2" L(in) U200 L(it) 1./200 L(ftj Maximum —fi 50" 14" 4.2' 200" 1" 16.7' Plumb Misplacement Una. 100" 12" 8.3' 250" 1-11N, 20.8' 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. Frame 6