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RC-15-552 (2) so ; >r :l: L : ISL.L" SHEETS"WUST :1� 1= REVIL-WED� . Ml-AMI-DADE COUNTY BUILDING-DEPARTMEN I Herbert S. Saiir Permitting and Inspection Center 11805 SW 26th Street(Coral Way), -Miami;Florida 33175-2474 . (786)315-2100. ARPLI•CATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE. FIRE R' ESCU•E AND/OR DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGE- MENT _ PROVIDE MUNICIPAL PROCESS NUMBER HERE Job Address J r + Contractor No. _ V _2S3 0 Last four(4)digits of Qualifier No. ° Folio_ ! CL�►t JCIOM5 PL 3� 16s, ° Lot Block <¢ Contractor Name Yy U°� z •QU216er Name �CQ Ifl(•2l G Ih °T Subdi'Asion Pgpg o Metes an-d bounds - U Address . - City State Zip A; [ ] New Construction on [ ]"Demolish _ Current use of property S ,nC•,�.,��4n lV Vacant Land ['] Shell Only ~ [ ] Addition Attached W [ ] Alteration Interior [ .] Addition Detached Description of Work rQ I [ ] Alteration Exterior V. [ ] r ( " 'o' Re-Roof"" F [_] Relocation of Structure. i [ ] Enclosdre [ ] Foe�c�dation Only [ ] Sq. F.t 100 Units Floors Repair [ ] Repair Due to Fire - Value of Work to QQ j" [ MBLD * [ ]-Chg.-Contractor. Owner Category j Re-Issue �! :Address r [ �.. • ,.�". [ ]-Re-stamp.:'..:. =ELE City State Zip [ ] MELE MLPG �, �: W [•] MMEC . .� [ ] Revision ' ' Phane LU 3 = .Last four(4)digits of [ ] FIRE •" `�' . [ jNot Applicable for °'. Fire Owner's Social Security No.:. o Name C 'la _ Name - . to a Address n1.147 IV b� � w o a . -- -Ul W Address "7 City �. 1,-- •� -' State T g " p a.to �� " Zp 3 ° City State �zi 4 Phone r'j 5 �( '"(i g T. �{ �� a w Phone I am requesting a Specie!Request Plan.Review(S•RI)to be scheduled as soon as p6.§S bleat the rate of$190 for the first hour and a g $65 per each addition hour.in"addition to the review fees. Minimum charge one-hour. yw w .1s'Request: =.o� 2nd Request: : Oate: 3 d Request:. Date: z .. ^ 'f am requesting Optional•Plan-Review(GPR).to.be scheduled as-soon espossible at the rata of$75 for each discipline'. Additional _ a review fees may apply. ° a u 1"5!Request: . _ No DER P R Date: "O Ind Request:" No expedite reviews Date:' • 0 3"i Request: Date: .. - - - .. Y:1Femv10.4010±Nlwii pf PmniApp�lcliuulx . STATE OF FLORIDA PERMIT #: 13-SC-1609367 DEPARTMENT OF HEALTH APPLICATION #: AP 1190755 ~ ONSITE SEWAGE TREATMENT AND DISPO,"I,® DATE PAID: �`SYSTEM FEE PAID: CONSTRUCTION PERMIT Florlda Health Mi �D RECEIPT #: & Well Pr ade O.S.T.D. arnp.pCoun tYDOCUMENT #: PR978076 dram CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Adam Cook PROPERTY ADDRESS: 88 NW 111 St Miami, FL 33168 LOT: 8 BLOCK: 220 SUBDIVISION: i PROPERTY ID #: 11-2136-003-0400 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S. , AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS ••••• •••••• T [ 1,050 ] GALLONS / GPD Septic CAPACITY •••• •• A [ ] GALLONS / GPD N/A CAPACITY ••0. •••• • •••••• N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 ,LOVS] s•• •••••• K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 19S�•• #Pumps L • ] • • ••• •• • • •••••• • .'099•••• D [ 667 ] SQUARE FEET bed configuration drainfiel SYSTEM • •• •• ••••• ••• R [ ] SQUARE FEET N/A SYSTEM •• •••••• •••••t •••• • •••• • A TYPE SYSTEM: [x] STANDARD [ ] FILLED [ ] MOUND [ ] �••• N Hi I CONFIGURATION: [ ] TRENCH [x] BED [ ] ••••• • F LOCATION OF BENCHMARK: CL NW 111 st., 11.40'NGVD • • •.• • -I ELEVATION OF PROPOSED SYSTEM SITE [ 6.12 ] [ INCHES FT ] [ ABOVE BELOW BENCHMARK/REPLREI;CE POIN'P • E BOTTOM OF DRAINFIELD TO BE [ 36.12 1 [Fj_NcHEs_T FT ] [ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 72.00 ] INCHES O Inspector to verify the existing septic tank is properly abandoned before final approval. .Invert elevation of drainfield to be no less than 8.89' NGVD. T "Bottom of drainfield elevation to be no less than 8.39' NGVD. H 'Install 42"of slightly limited soil under the bottom of drainfield. -Perimeter of excavation area shall be at least 2 ft.wider and longer than the proposed absorption bed or drain trench E The system is sized for 4 bedrooms with a maximum occupancy of 8 persons(2 per bedroom),for a total estimated flow R of 400 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance SPECIFICATIONS BY: Teresa J Solomon TITLE: Master Septic Tank Contractor APPROVED BY: TITLE: Dade CHD Carlos M Icaza DATE ISSUED: 06/16/2015 EXPIRATION DATE: 12/16/2016 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 1 of 3 :1.1 4 AP1190755 SE963507 NOTICE OF RIGHTS j A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN#A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. to Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become • a'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. .•••. .•••:• • 100 • • 0 , S -- MIAMI.IDADE 0 MiAMI-DADF COUNTY PRODUCT CONTROL ACTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES R 11805 SN 26 Street.Room 208 BOARD AND CORE ADIIINISTRATION DIVISION Miami,Florida'c3175-2d7t NOTICE OF ACCEPTANCE (NOA) T(786)315-2590 F(78 99 w wwminmidnde gyleconoeconomv Nu-Vue Iudustries,Inc. 1055 East 29"'Street Hialeah,FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of con..truction materials. The documentation submitted has been reviewed and accepted by Miami-Dade Count•i RER- Product Control Section to be used in Miatni .Dade County and other areas where allowed by the A athority Having Jurisdiction(AHJ). . This NOA shall not be valid after the expiration date stated below. The Miami-Dwi'e�Cpunty 1'toQdc' Con4-QL,0, Section (Ill Miami Dade County) and/or the AHJ (in areas other than Mialni DadCo e unty) M@mthe riAlit. to have this product or material tested for quality assurance purposes. If this�ro�lu�t or iliaterir I falls to 0:0 perform in the accepted manner, the manufacturer will incur the expense of suLtIl' Ifing and tire -,,HJ immediately revoke, modify, or suspend the use of such product or material wilRi u nwir jul4s`Ji0�i�on. reserves the right to revoke this acceptance, if it is determined by Miami-DacPe Uounty PVoduj� Cont`ai;..• Section that this product or material fails to meet the requirements of the applicabaet"ulkling cb&? • This product is approved as described herein,and has been designed to comply witli.t]u0Wlorida Bµik Ing ;0000; Code, including the High Velocity Hurricane Zoite. ...... .. ...... DESCRIPTION: Series AB,NVSTA,NVHTA,NVTEIJ,HCE,NVTT and N K-F -YStedl'Woo6' so Connectors see* 000000 of APPROVAL DOCUMENT: Drawing No.NU-1,titled "Truss and Top Plate Anchors",sheets 1 dire ugh 4 of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries,Inc.,sign,:d and sealed by Vipin N.Tolat,P.E., bearing the Miami-Dade County Product Control renewal stamp with vie Notice of Acceptance number and expiration date by the Miami-Daae County Product Control Sectio i. „ MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state., model/series,and following statement: "Miami-Dade County Product Control Approved",unless oth,:rwise noted herein. RENEWAL ofthis NOA shall be considered after a renewal application has been filed and there has been no'change in tine applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in;lie materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any prodi:et,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and follower:' by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributor and shall be available for inspection at the job site nt the request of the Building Official. This NOA renews NOA# 12-0130.32 and consists of this page 1 and evidence page E-1, as well as ai)proval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,Y.E. NOA No.13-3206.17 M1AMlDADi:COUNTYZ Cxpirationbate: May',2,2018 Approvnt Dnte: Mny:'.,2013 GG� f yet, rage 1 Nu-Vue bulustrles.Inc, NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries,Inc._ signed and sealed by Vipin N.Tolat,P.E. B. TESTS "Submitted under #08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc.,signed and sealed by C.R.Caudel,P.L. Report No. Wood Connector Load Direction Date 1. 05=5195A AB-5 F1 and F2 06/03/05 2. 05-5196A AB-7 F1 and F2 06/1105 3. 04-4995 N VTHJ-26 Upward ••• 01/3IA05:•: •••• 4. 04-4996 NVTHJ-28 Upward 01/31/0.5.,. • 5. 05-5612 XE-1 Upward,L1 and L2 ; 03/2t/06 • ••••;• 6. 06-5622 IKE-2 Upward,L1 and L2 "'•" 05/01/06 •. 7. 04-4908 NVTT Upward and Ll •.••. 07/2.17M•� 8. 03-4631 NVTT Upward and Ll •'•••' 06/2176 ' '•"' 9. 08-6711 NVHC-37 Upward,Ll and L2 •••• 03/1.4785• '• C. CALCULATIONS `Submitted antler NOA # 08-0325.02" '••'•• •° •••••• I. Shear value of common wire nails and steel plate tensile calaMatians,ptep ret by •. Vipin N.Tolat,P.E., Consulting Engineer,dated 03/20/2009, signed aneie tUo.';by •""' Vipin N.Tolat,P.E, D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC and no financial interest,dated 01/31/2013,signed and sealed by Vipin N.Tolat,P.E. "Subinitted under NOA#08-0325.02" 2. Code conformance letters for all of the tests listed on Section B,issued by Product Testing, Inc.,signed and sealed by C.R. Caudel,P.E. A�'r o13 Carlos M.Ltrera,P.B. Product Controi Examiner NOA No. 13-0206.17 Expiration Date: May 22,2018 Approval Date:.W'ay 2,2013 E-1 • e t y. 18 Gauge Angle Clips. QENERAL NOTES• L Steel shall conform to ASTM A653,structural grade 33(Mn yield 33 ksi)and a mininxun ij galvanized coating of 0 60 per ASTM A525. wi Wr v2 In I F1 2.Allowable loads are based on National Desing specifications(AIDS)for wood constr cation, e �L 11 ' 2005Edition. a—d FGr-Zola • e \ P 3.Design loads are for Southern Pine species with a specific gravity of 0.55.Allowable loads for • other species shall be adjusted accordingly. • e L L � 4.Common wire nail values are based on NDS table I IP,G=0.55 and have been reduced for e • Penetration Depth factor P/I OD. • • • • P2 5.Allowable loads for wind uplift have already been increased by a duration factor of 60.1•for anchor nail. Load values shown are without 33%steel stress increase, 6.Allowable loads for more than a single connection cacrrot be added together. A design load A13-7 AB-5 TYpical Installation which is divided into components in the direction given must be evaluated as follows Actual Uolift + Actual Ll + Aetual L2 Allowable Uplift AllowableLl Allowable L2 7.Allowable loads ars based on 1Y2"thick wood members unless otherwise noted 8.All tie beams and grouted concrete masonry shall comply with chapter 21 ofFBC.Coaerete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi.Concrete Product Dimensions(inches) Fastener Schedule Alowable Loads(lbs) masonry shall comply with ASTM C90. Code WI N2 L Header Joist FI F2 9.All tests have been conducted in accordance with ASTM D-1761. ABS 1Y2 2%6 5 3-10d.%- 3-l6dxiiz" 5I1 595 AB7 1Y2 2%6 7 4-10dxly." 4-10dx1Y" 582 794 tNt4oticrittaawen .m,Vble6«vAf ftwih Aoeegtew•.i4e l 2nt;,t 7 Notes: Nail wider angle leg to Joist and Shorter leg to Header. 18 • MiandPd•PeoauR Co•!ol • • • • • •• • ••• • • • • N N.J LAT. PE (CIVIL) • R- REN f 128'47' . NA-Vue lea •• • • • •• "23 LARM CRFM LAN 1053-1059 Enst 29 Strut HOUSTON, TX 77068• Sudwh,Florida 33013 (305)694-0397 Fax(305)694-0398 • • ••• ••• •• TRUSS AND TOP PLATE ANCHORS • • • • • • 3 DWG S: Sheet: Data Raviaiom: . • . • • • • Feb 18, •• ••• ••• • • •.� NU•1 • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• r Deep Seat Truss Anchor..They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. Holden Double Strap Riveted Truss Anchor..They are designed H plates to resist lateral and uplift forces The seats are made of 2Oof 14 gauge steel ga uge steel UPLIFT L2 UPLIFT tqurs to � L2A Ll fi +•, i• tutten cAat x �� Af• roes 11.4 np�ve ' 9 � I.r' �� `• •, hoot a�Ce 4�t�e ? o �z0 Assembly Dimension Total No. Total No.of Product H of Fasteners gasteners in Allowable Loads(ft) Assembly Dimension Total No. Total No.of Code (inches) is Strap 20 GA.Seat Product $ ofFasteaers Allowable Loads Fasteners is (11M) Iod x l'/2" lodx 13�" UFS de (meh Li L2 Coes) in two Straps 20 GA.Seat 6 5 6 6 NVSTAI2 12 5 6 1046 700 1049 10dx ° lodx Iy UFS Uplift Ll L2 6 NVHTA12 12 10 6 1506 1766 1050 1450 NVSTAI6 16 6 1141 760 1I44 7 6 1236 823 1239 NVHTA16 16 12 6 1695 1987 I18I I631 NVSTA20 20 8 6 1331 8871335 14 6 1883 2208 1312 1812 �,�0 NVSTA22 9 6 1426 950 1430 20 16 6 2071 2429 1444 1994 NVITIA22 22 18 6 2259 2649 1575 2175 NVSTA24 24 Notes: LM:HTA24 24 1.Neils are necessary in straps end seat to achieve,dmkg 10 ls. 2. See note 6,sheet I forcombinod loading. 3.Nails through chords shall notforco the truss plates. 4.-For general notes,son sheet I. 5.For luO-uplift loads,coacrfe shall be 3004 psi. •• • • • • • ••• 11 8W on min.2500 psi concrete. • ••• • . • MpwaN. TORT.•PE{CIVIL) . . . . . FL'REG. if 12B47 Nu-Vue r> ur;Gt ,•�yGO&kv�yr Vft •• • • . ••151'23•�ANTM CREEK LANE 1053-1059 But 29 ShedAeomroermtbpb.?4 HOUSTONTX 77068 3q L 7 . Hiakah,Flmida33013 gy • • • ••• (305)694-0397 • • • • • • • •' Fmr:(305)694-0398 �` � • • • • • • • TRUSS AND TOP PLATS ANQHOR9 WO S • • so. • • • • Dusi • • _ . . . . ` t t3 Date: RevisiorzS 2,008 • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• � F • , 12 Gauge NVTHJ Truss Hip&Jack Hanger _ 20G Stud Plate Ties L� • I UPLIFT e Left e e Right e •• H L� 41, IKE —b (ISOMETRIC) a � . T" o ��I6 1'---i�l , • o � o. TYP. o , \ H Jack Header 2-2X S_�, 1-2x H •o TYPICAL MI o INSTgLATION NVTHJ-26 as shown IKE-1 IKE2 NVTHJ-28 similar U.S.Patent No.4,964,253 Allowable Loads(lbs)S.Pine Header Nail Schedule Product Product Dimensions(Inches) Fasteners Allowable Loads Obs) Code Loads Nails 16d Hip Nail lOd Jack Nail 10d Code (e) a b total o d total W Ii L Stud Plate Uplift Li LZ NVTHHJ26 1478 16 4 3 7 2 3 5 IKE I 134 d 334 6.10d 4-10d 787 337 337 NVTIU28 1931 20 5 4 9 2 3 S IKE 2 1% 6% 334 6-10d 7-lOd 932 451 318 Note:For 1-2x members UPLIFT 10dx134"nails can be.used ' • • • • • • F2ANTERN 1; Pi (CIVIL) �j raooucrata>Eweo •• • • • •• ,2847 Nil•• V lle Iadties,lnc •a M Yk0+�1'd"ikxNa ERN CREEK LANE 1053 1059 East 29Stroet a A No X 77068 Hiakah Florida 33013 m .a NVTHJ-28 ea shown8cumNWHJ26 similar • • • • 0 (305)694-0397 -� "�• o E � • Fax(305)694 0398 'rj> > Jii • • • �i� TRUSS AND TOP PLATE ANCHORS � � � f.7 I NU-1 13 0#4 .Feb 2 008 • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• ... . . . . ... . . — ... 18 Gauge NVTT Sanibel irvse etr. t ' • 0 000 • a 18 Gauge NVHC 37 SWAY Gdy C112(524} Product Dimensions(laches) Fasteners SMVJD ••i • terwabIa f�(Ib,� code W 13 H L Truss Top Plates go➢ow eb • • NV77-1 IXs is/ 14 13 2-lodxl3'• �a 0 �laa Nail Schedule Allowable Design Lad,((bs) 2 6 IOd 968 543 Product Code Description Header Joist Nor Plate or Stad LI L2 VT!-2 1%s I% 14 13 2]0.x134• 6T0x134 1584 465 NVHC37 5wayclip 16gdor 12-8dor aP�s 16-lOd 12-lOd 702 560 AT 1. I-10dx134"nail is placed on each side of the Truss and 3-10daails in each leg are placed in two topplates. 2. 3 4"dia.x 134"long,];;•embodro"t taptons are placed in each Leg and'oto the hollow betweentho lept concrete masonry.ons.Maintain 234"edge distanco fmm top of the black and spacing of 3" F nht. l'1a" UPLIFT UPLIFr 1 - L2 Lf Naf7hole Naf7hola UPLIFT 41 id Nell hole sstaoucTaE�cyen W �� g' dr Irk" cp i �> tr:etrlae � �aaet B VIPIN N. TOLAT.`PE (CIVIL.) F51 REO. #!1284-1 NUNU e IadwtriM I., 1=1 15123 LAR 1053-1059 Fart 29Sreet NV7T-1 AaSfmwa HOUSTON,+3'X-7r78ti8 LANE NVIT 2 Slmffir exagt eoavesemataay wlt6 1Le1eah.Florida 330I3 1 M &PC=aarlmaimfAwofwoodPkftwdaAtk .. (305)694-0397 Fox(303)694-0398 _ TRUSS AND TOP PLATE AN(YiOgS DW(IN: sheet Det= Revis>omsc L3 Feb 1Q NU-1 4 of 4 t 1 t r e � Ax-J41 E q off,, 1�C 1175 NE 12S"Sl4 St.�* 2011 H. 33161 Phone(786) 663-9439 Fax (305) 899-9580 Full Set Of Calculations For Adam Cook 88 NW 111th Street Miami Shores, F/. 33168 Sheet Index •• ••• 1 to 6 Pressure on opening C & C and (MWFRS) •••••• • ww 00 .www 0000:0 • • w 000000 0000 •www• 7 Lateral load capacity on the straps (Unity Equation) •::• ••:•• •www • • •.www• 8 to 15 Uplift and Reaction calculations w•w:" • 000060 .. 000000 w . • ww . one • w 16 to 18 Plywood Diaphragm Calculations 0 'w• "00000 ••••" 0000 19 to 27 Reinforced masonry wall calculation and Foundation 28 to 29 Existing wall calculation (Critical length) Owner's name : Adam Cook To the best of my knowledge and professional judgment all calculations contained herein have been reviewed and conform to the recommendations of ACI 318-08 latest edition, ACI 530-08 latest edition, National Design Specifications for wood construction-latest edition,N.D.S 2007 edition,ASCE 7-10 and the Florida Building Code 2010 edition. 44r. 30 , 1 S Arshad Viqar RE Fl. License# 38863 4 y MecaWind Std v2 . 2 . 6 . 1 per ASCE 7-1 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com e J Date 7/30/2015 Project No. JobNo1556 Company Name ARCON ENGINEERING Designed By Engineer ARSHAD VIQAR P.E. Address Address 1175 NE 125 STREET. #2 Description Description: WIND PRESSURE City City NORTH MIAMI Customer Name Customer Mr. ADAM COOK State State FL. Proj Location Location: 88 NW 111STREET MIAM File Location: C:\Documents and Settings\Administrator\Desktop\ANETTE-MIAMI-SHORES wind loads WINDOWS.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 4 : 12 Slope of Roof(Theta) = 18.43 Deg h: Mean Roof Ht = 17.28 ft Type of Roof = HIPPED RHt: Ridge Ht = 22.07 ft Eht: Eave Height = 12.50 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang •• • Bldg Length Along Ridge = 54.20 ft Bldg Width Across Ridge= 57.40 ft • 0 • Length of Hipped Ridge = 22.40 ft Roof Slope on Hip End = 310AJ l=eg ' ••• :6694: 0000•• Gust Factor Calculations • • • • 0000•• • Gust Factor Category I Rigid Structures - Simplified Method • • • • • 0000•• • Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 •• •• 0000 0000•• Gust Factor Category II Rigid Structures - Complete Analysis 00.00• 66600 • 00000 Zm: 0.6*Ht = 15.00 ft66.6 •• •• 99999 lzm: Cc*(33/Zm)^0.167 - 0.23 • 9 • ' • Lzm: 1*(Zm/33)^Epsilon = 427.06 ft**** • • 006••6 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 669999 • 0 0 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 •666•• •• 9666•• • •• Gust Factor Summary 0000 6 •66• Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 • • 0666.6 •6•• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 i z v.R { Kh: 2.01*(Ht/2g)^(2/Alpha) = 0.87 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 34.97 psf . Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3417.12 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 54.2 £t Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.49 -20.81 -8.22 Side Walls -0.70 -27.10 -14.51 Wall Elev Kz Kzt Cp qz Press Press Total £t psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 12.50 0.85 1.00 0.80 33.94 16.79 29.37 37.59 Windward 7.50 0.85 1.00 0.80 33.94 16.79 29.37 37.59 Windward 2.50 0.85 1.00 0.80 33.94 16.79 29.37 37.59 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) •••• i ------------------------------------------------------------------ --•--- • ••• • � • 0000•• Windward - Min Cp -0.39 -17.89: •s9.30 • • • Windward - Max Cp 0.10 -3.32 9.27 �•••�• 0000•• Leeward Norm to Ridge -0.57 -23.24: X1:.65 0 Hipped End (.00 to 8.64 ft) -0.90 -33.05 009OPM.46 • •• Hipped End (8.64 to 17.28 ft) -0.90 -33.05,, w20.46 0000 000000 Hipped End (17.28 to 34.57 ft) -0.50 -21.16 • -M.570 • Hipped End (34.57 to 57.40 ft) -0.30 -15.21•••• 20.62 0000 •0.0•• 0000 •e •• 0000• Notes - Normal to Ridge •••• • • ••.• Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on MeanWt••• • • • Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) 0 •• •0.090 Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal•11•cfg Press • • 0 Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCP.lr • ••• • •• Note (5) Hipped ends considered as parallel to ridge for all theta. 0•• 0000 •'0•'• Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 18.4 Deg, h/1= 0.32 • 0 0000 MWFRS-Wall Pressures for Wind Normal to 57.4 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -21.16 -8.57 Side Walls -0.70 -27.10 -14.51 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 22.07 0.92 1.00 0.80 36.82 18.74 31.33 39.90 Windward 12.50 0.85 1.00 0.80 33.94 16.79 29.37 37.94 Windward 7.50 0.85 1.00 0.80 33.94 16.79 29.37 37.94 Windward 2.50 0.85 1.00 0.80 33.94 16.79 29.37 37.94 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 8.6 ft -0.90 -33.05 -20.46 Roof: 8.6 ft to 17.3 ft -0.90 -33.05 -20.46 Roof: 17.3 ft to 34.6 ft -0.50 -21.16 -8.57 Roof: 34.6 ft to 54.2 ft -0.30 -15.21 -2.62 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.32 Wind Pressure on Components and Cladding (Ch 30 Part 1) s � k _ _-- of _ t 21 22 39 15 e .._.: . WAS Hip Roof 7<0' =2 a All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 5.42 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ------------------------------------------------------------------------------- HR WINDOW 3.20 4.20 13.4 4 0.98 -1.08 40.47 -43.97 HR WINDOW 3.20 4.20 13.4 5 0.98 -1.35 40.47 -53.67 HR WINDOW 4.60 3.30 15.2 4 0.97 -1.07 40.14 -43.64 HR WINDOW 4.60 3.30 15.2 5 0.97 -1.34 40.14 -53.01 9e • HR WINDOW 6.20 3.20 19.8 4 0.95 -1.05 39.43 "2.J2 9. 0e: • • HR WINDOW 6.20 3.20 19.8 5 0.95 -1.29 39.43• -54.08 sees** HR WINDOW 9.30 3.20 29.8 4 0.92 -1.02 38.34• -41!84 La Gee 0 0 HR WINDOW 9.30 3.20 29.8 5 0.92 -1.23 38.340 -49.40 • • 0900 of HR WINDOW 9.30 4.50 41.9 4 0.89 -0.99 37.42:,-A•:2 0 •• HR WINDOW 9.30 4.50 41.9 5 0.89 -1.18 37.42 -47.57 e HR WINDOW 3.10 3.20 9.9 4 1.00 -1.10 41.26"414!J6 •06.00 090000 HR WINDOW 3.10 3.20 9.9 5 1.00 -1.40 41.26*04%1 Z5 •••• 00000 HR WINDOW 3.06 3.20 9.8 4 1.00 -1.10 41.26 ��nn 76 0 • 9"0 ee 9e •6690 HR WINDOW 3.06 3.20 9.8 5 1.00 -1.40 41.260 -55.25 • • • FRONT DOOR 3.00 6.80 20.4 4 0.95 -1.05 39.35 "M85 6 :0009: FRONT DOOR 3.00 6.80 20.4 5 0.95 -1.29 39.3509-5411f3 • e • SLIDDING GLASS DOOR 6.00 6.80 40.8 4 0.89 -0.99 37.49se-s1:0s99e •000 00 SLIDDING GLASS DOOR 6.00 6.80 40.8 5 0.89 -1.18 37.49 -47.11 • • • HR WINDOW 3.30 4.50 14.9 4 0.97 -1.07 40.20•e�4,3.i0 see 0 0• HR WINDOW 3.30 4.50 14.9 5 0.97 -1.34 40.200 -53113 sees sees•• 4 0 0999 Khcc:Comp. S Clad. Table 6-3 Case 1 = 0.87 Qhcc:.00256*V^2*Khcc*Kht*Kd = 34.97 psf P r (Y) MecaWind Stdv2 . 2 . 6 . 1 per ASCE7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 7/30/2015 Project No. JobNo1555 Company Name True Designed By Engineer ARSHAD VIQAR Address Address 1175 NE 125 STREET. Description Description PRESSURE ON WALL A City City NORTH MIAMI Customer Name Customer mR. ADAMS COOK State State FL. Proj Location Location 88 NW 111STREET MIAMI File Location: C:\Documents and Settings\Administrator\Desktop\ANETTE-MIAMI-SHORES.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 4 : 12 Slope of Roof(Theta) = 18.43 Deg h: Mean Roof Ht = 17.28 ft Type of Roof = HIPPED RHt: Ridge Ht = 22.07 ft Eht: Eave Height = 12.50 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 54.20 ft Bldg Width Across Ridge= 57.40 ft Length of Hipped Ridge = 22.40 ft Roof Slope on Hip End = 31.04 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis •• • Zm: 0.6*Ht = 15.00 ft0• • •• �•� • • lzm: Cc*(33/Zm)^0.167 = 0.23 • • • 0000•• Lzm: 1*(Zm/33)^Epsilon = 427.06 f0t • �••••• • • Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 • • • • 0000•• ' Gust2: 0.925*((1+1.7*lzm*3.4kQ)/(1+1.7*3.4*lzm)) = 0.88 :••:•: •• • Gust Factor Summary 0000•• 0000•• 0000•• Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 000000 0000 0.000 0000 •• •• 0000• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi •0000• 00 • 0 • • GCPi : Internal Pressure Coefficient = +/-0.18 •••••• • i0.0•i • Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1••••0 0•� 0000:• •• • ••• • • s • 0000 ••�••• • • 0000 i1 .. __oa'.... :...... air .:,_ ..... ... � R t � Kh: 2.01*(Ht/2g)^(2/Alpha) = 0.87 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 34.97 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3417.12 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 54.2 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.49 -20.81 -8.22 Side Walls -0.70 -27.10 -14.51 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 12.50 0.85 1.00 0.80 33.94 16.79 29.37 37.59 Windward 2.50 0.85 1.00 0.80 33.94 16.79 29.37 37.59 Roof Location Cp Pressure Pressure +CCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.39 -17.89 -5.30 Windward - Max Cp 0.10 -3.32 9.27 Leeward Norm to Ridge -0.57 -23.24 -10.65 Hipped End (.00 to 8.64 ft) -0.90 -33.05 -20.46 Hipped End (8.64 to 17.28 ft) -0.90 -33.05 -20.46 Hipped End (17.28 to 34.57 ft) -0.50 -21.16 -8.57 Hipped End (34.57 to 57.40 ft) -0.30 -15.21 -2.62 Notes - Normal to Ridge • • • Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean*Ht••• • �••••• Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) • �•••�• 0000•• Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Interna: Bludg:Press • Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GC4tr••• • • Note (5) Hipped ends considered as parallel to ridge for all theta. •• 0• •••• ••••00 Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 18.4 Deg, D41%.P:32 0••0.0 000.0 MWFR3-Wall Pressures for Wind Normal to 57.4 ft wall (Along Ridge) 000000 00.00: 00.00 All pressures shown are based upon ASD Design, with a Load Factor of .6 •••• • • • • 9996* 0 •000•• Wall Cp Pressure Pressure 0 0000•• •• 0000•• +GCpi (psf) -G ••• • Cpi (psf) • • • --------------- ------ ----------- •• • • Leeward Wall -0.50 -21.16 -8.57 • • ••00 900009 Side Walls -0.70 -27.10 -14.51 000•00 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 22.07 0.92 1.00 0.80 36.82 18.74 31.33 39.90 Windward 12.50 0.85 1.00 0.80 33.94 16.79 29.37 37.94 Windward 2.50 0.85 1.00 0.80 33.94 16.79 29.37 37.94 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 8.6 ft -0.90 -33.05 -20.46 Roof: 8.6 ft to 17.3 ft -0.90 -33.05 -20.46 Roof: 17.3 ft to 34.6 ft -0.50 -21.16 -8.57 Roof: 34.6 ft to 54.2 ft -0.30 -15.21 -2.62 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.32 Wind Pressure on Components and Cladding (Ch 30 Part 1) c-------- 6 d� Roof not -c 'A" Vk Lf 'ted '§ +� i 21, 1 ; 2 21 1 i IIA fi f K12 Roof 7 a� All pressures shown are based upon ASD Design, with a Load Factor of 6 Width of Pressure Coefficient Zone "a" = = 5.42 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ------------------------------------------------------------------------------- WALL 5.42 12.50 67.8 4 0.85 -0.95 36.13 -39.63 WALL 5.42 12.50 67.8 5 0.85 -1.11 36.13 -44.99 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.87 •• • Qhcc:.00256*V^2*Khcc*Kht*Kd = 34.97 ps4f• • •• :•i • • • • • • •••••• • •• •• •••• •••••• •••••• •••• ••••• •••• •• •• ••••• • •••••• •• •••••• • • •••• •••••• Arcon Engineering Group, Inc 1175 N.E. 125th Street Suite 209 Miami, Florida 33161 Tel.#(305) 899-9465 Fax. (305) 899-9580 Job Address 88 NW 111th Street Miami Shores Fl.33168 UPLIFT AND LATERAL CAPACITY FOR ANCHOR STRAP Actual (fu) Actual (1-1) Actual (L2) Uplift(Ibs) Parallel Load Perpendicular 2,147.90 375 399.084507 Anchor Strap Allowable (FU) NU-VUE Uplift(Ibs) NVHTA-20H 2,649 1,575 2,175 NVTH16 1,032 561 525 TOTAL' 3,681 2,136 2,700 .. .. . . ... . 0000.. 0000. Data Input • . • . . 0000 0000.. • Wall1 . sees*. • 0000 0000.. 0000. Leeward Windward Pressure Wall 30 psf... • From previous wind calculation •••• . Building Height 12.5 feR0 0000.. 0 Truss Spacing 2 flet • '00000, 0000.. 0000 Building Width 56.67 feet Building Length 53.25 feet Flow Shear Calculation 199.5422535 p/I Lateral Perpendicular Load 375 p/I Lateral Parallel Load 399.084507 p/I Unity Equation = (fu/FU)+(f1/L1)+(f2/L2)< or= 1 0.906881 < 1 Satisfatory ® page Proipat: - StruCalc 9.0 oc / Location,Typical Truss @ 43.42.0'@ house uplift 'Multi-Span Roof Beam of [2012 International Building Code(2012 NDS)] 1.5 IN-.*3.5IN x42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:49:19 PM Section Inadequate By:37459.6% Controlling Factor.Deflection/Depth Required 43.09 In. DEFLECTIONS Leif Cen er Right LOADING DIAGRAM Live Load 0.00 IN 2L/Infinity 0.00 IN Ulnflnity 0.00 IN 21JI i inity Dead Load 66.61 in -618.27 in 66.60 in Total Load 66.61 IN 21J0 -618.27 IN U1 66.60 IN 2U Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 0 Ib 0 Ib Dead Load -2060 Ib -2060 Ib Total Load -2060 Ib -2060 Ib Uplift(1.5 F.S) -2060 Ib -2060 Ib Bearing Length 0.00 in 0.00 in BEAM DATA Left Center Right Span Length 1.33 ft 39.45 ft 1.33 ft 39.45 ft � 3 Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 1.33 ft 39.45 It 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 ROOF LOADING Left Center Right Notch Depth 0.00 Roof Live Load RLL= 0 psf 0 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= -47 psf -47 psf -47 psf #2-Southern Pine Roof Tributary Width Side One TW1 = 2 ft 2 ft 2 ft Base Values dusted Roof Tributary Width Side Two TW2= 0 ft 0 ft 0 ft = Bending Stress: Fb= 750 psi Fb'= 490 psi Wall Load WALL 0 plf 0 plf 0 plf - Cd=0.90 C1=0.49 CF--1.47 BEAM LOADING !weft Center Right Shear Stress: Fv= 175 psi FV= 158 psi Total Live Load 0 plf 0 plf 0 plf Cd=0.90 Total Dead Load(Adjusted for Roof Pitch) -99 plf -99 plf -99 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Self Weight 1 plf 1 plf 1 plf Comp.-L to Grain: Fc- I = 565 psi Fc--L = 565 psi Total Load -98 plf -98 plf -98 plf Controlling Moment: -18946 ft-Ib 19.73 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 1930 Ib •• • 39.45 Ft from left support of span 2(Center Span) • • • Created by dead loads only on all span(s). ••• . �.... 0000.. Comparisons with required sections: Read Provided : • : ' • •••• • 0000•. . • Section Modulus: 464.26 in3 3.06 in3 •• �• • Area(Shear): 18.38 int 5.25 int � • • 0000 0000•. Moment of Inertia(deflection): 2012.95 in4 5.36 in4 •••••• ••••• •0000 • � Moment: -18946 ft-Ib 125 ft-Ib •0000• �•••0s.i0• � Shear: 1930 Ib 551 Ib *so* . . • • ••.0s• 0.0so0 00000• •. 0000.• • • • 0004 • •a.• Project: StruCalc9.0 page Location;Typical Truss @ 43.42.0'@ house uplift Multi-Span Root+Beam f, [2012 International Building Code(2012 NDS)] 1.5 IWx 3.5 IN x42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:49:21 PM Section Inadequate By:37459.5% Controlling Factor:Deflection/Depth Required 43.09 In. V D bIA M 2000 19301bs @ 41 ft 1000— Shear(Ibs) 000 hear(Ibs) 0 -1000 -2000 19301bs @ 41 ft 20000 87 ft-lbs @ 41 ft 10000 Io nent(ft4b) 0- -10000- -20000 -10000-20000 -16946 ft4bs @ 21 ft -700 -618.266 in @ 21.1 ft -350 w action(in) 0 350 7001 66. OS In @ 0 ft f1. 73191.46 ft ft •• • • • • 0000•• 0000•• • • • • 0000•• 0000•• • • •• •• 0000 0000•• • 0000•• 0000 ••9•• •9s• •• •• 0000• • • • • • 0000 • • • • 0000•• 0000•• • • • • •••••• 0• 0909•6 • • • 0 • • 0000 0000•• Project: 100 StruCalc 9.0 PaeB Location:Typical Truss @ 43.42 including overhang / Multi-Span Roof Beam [2012 International Building Code(2012 NDS)] " or 1.5 IN x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:23:20 PM Section Inadequate By:43812.1% Controlling Factor:Deflection/Depth Required 27.79 In. DEFLECTIONS Left Center Riaht LOADING DIAGRAM Live Load -41.13 IN 21J0 381.26 IN U1 -41.13 IN 21J0 Dead Load -36.73 in 340.98 in -36.73 in Total Load -77.87 IN 21J0 722.24 IN U1 -77.87 IN 21J0 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 1265 Ib 1265 Ib Dead Load 1136 Ib 1136 Ib Total Load 2401 Ib 2401 Ib Bearing Length 2.83 in 2.83 in BEAM DATA Leif Center Riaht Span Length 1.33 ft 39.45 ft 1.33 ft Unbraced Length-Top O ft O ft O ft 39.45 ft Unbraced Length-Bottom 1.33 ft 39.45 ft 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 Notch Depth 0.00 ROOF LOADING Leif Center Riaht MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf 30 psf #2-Southern Pine Roof Dead Load RDL= 25 psf 25 psf 25 psf Base Values Ad6usted Roof Tributary Width Side One TW1 = 2 ft 2 ft 2 ft Roof Tributary Width Side Two TW2= 0 ft O ft O ft Cd=1.25 CF=1.47 Bending Stress: = 750 psi Fb'= 1375 psi Wall Load WALL= 0 plf 0 pif 0 plf Shear Stress: Fv= 175 psi Fv'= 219 psi BEAM LOADING Left Center Rids Cd=1.25 Total Live Load 60 pif 60 plf 60 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Dead Load(Adjusted for Roof Pitch) 53 plf 53 pif 53 plf :Comp.--to Grain: Fc- L= 565 psi Fc--L'= 565 psi Beam Self Weight 1 plf 1 plf 1 pif Total Load 114 plf 114 pif 114 pif Controlling Moment: 22121 ft-Ib 19.73 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2249 Ib At left support of span 2(Center Span) •• • Created by combining all dead loads and live loads on span(s) 1,2 •• • •. :•: • • . 0000•. Comparisons with required sections: Read Provided • . :'•';• ...•.. Section Modulus: 193.05 in3 3.06 in3 ;..;.; • •• Area(Shear): 15.42 in2 5.25 in2 • •. .• 0000 0000•. Moment of Inertia(deflection): 2353.41 in4 5.36 in4 • • • • Moment: 22121 ft-Ib 351 ft-Ib �••�•• •••� �•i•�• • Shear: 22491b 7661b Osseo* 00• ••• 0000 0000 . • • 0000•. 0000•• ••.•.• •• •000.0 .• . 000 • • . 0000 0000•• *000 Project: 0 StruCalc 9.0 page s f; Location:Typical Truss @ 43.42 including overhang / Multi-,Span Roof Beam [2012 International Building Code(2012 NDS)] °f 1.5 IN x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Srouthern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:23:22 PM Section Inadequate By:43812.1% Controlling Factor:Deflection/Depth Required 27.79 In. VMD'DIAGRA 3000 22491bs @ 1 It — 1500 — Shear I F 0 -1500- -3000— -2246 1500-3000 -2248 Ibs @ 41 ft 30000 22121 ft-lbs 21 ft —7 15000 to nent(ft-Ib) 0 -15000 -30000 22121 ft-lbs @ 21 ft -800 -77.871 In @ 42 1 ft -400 ,a action(in) -T 0 400 8o0 722.242 in 21.1 ft ter. f1• 39.45ft --- . 3� 0• • • • • 9999•• 9999•• • • • • 9999•• 996.06 • • • • • • • 669660, •+•• •••9• 9999 •• •• 9999• 9000•• ••90• •e of ....9 a • • •• • ••• • • • 0 • • • • 0000 •9.9•• w 9 0 9 � page Projetct: 77F11,1,1StruCalc 9.0 L•ocation:+virder Truss @ 28.0'@ garage Multi-Span Roof Beam or [2012'international Building Code(2012 NDS)] ' 1.51Nx3.5INx30.66 FT(1.3+28+1.3) 02-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:35:18 PM Section Inadequate By:34896.6% Controlling Factor:Deflection/Depth Required 29.46 In. DEFLECTIONS Left C n er Right LOADING DIAGRAM Live Load -33.09 IN 21J0 217.69 IN U2 -33.09 IN 2U0 Dead Load -28.97 in 191.15 in -28.97 in Total Load -62.06 IN 21J0 408.84 IN U1 -62.06 IN 21J0 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2074 Ib 2074 Ib Dead Load 1837 Ib 1837 Ib Total Load 3911 lb 3911 Ib Bearing Length 4.61 in 4.61 in BEAM DATA Left Center Right Span Length 1.33 ft 28 ft 1.33 ft Unbraced Length-Top O ft O ft O ft 28e $ft Unbraced Length-Bottom 1.33 ft 28 ft 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 Notch Depth 0.00 ROOF LOADING Le Center Right MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf 30 psf #2-Southern Pine Roof Dead Load RDL= 25 psf 25 psf 25 psf Base Values d'uste Roof Tributary Width Side One TW1 = 4.5 ft 4.5 ft 4.5 ft Roof Tributary Width Side Two TW2= 0 ft O ft O ft Bending Stress: Fb= 750 psi Fb'= 1375 psi Wall Load WALL= 0 plf 0 plf 0 plf Cd=1.25 CF=1.47 Shear Stress: Fv= 175 psi Fv'= 219 psi BEAM LOADING Left Center Right Cd=1.25 Total Live Load 135 plf 135 plf 135 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Dead Load(Adjusted for Roof Pitch) 119 plf 119 plf 119 plf Comp.-L to Grain: Fc- = 565 psi Fc--L = 565 psi Beam Self Weight 1 plf 1 plf 1 plf Total Load 255 plf 255 plf 255 plf Controlling Moment: 24868 ft-Ib 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3572 Ib At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: R J Provided Section Modulus: 217.03 in3 3.06 in3 • • • Area(Shear): 24.49 int 5.25 int ,``• : • •••••• Moment of Inertia(deflection): 1875.54 in4 5.36 in4 ' ' :.••.. Moment: 24868 ft-Ib 351 ft-Ib Shear: -3572 Ib 766 Ib •••••• ' `. off000 • sees • . • • Projebt: �' 9 StruCalc 9.0 page Location:Girder Truss @ 28.0'@ garage / Multi-Span Roof Beam [2012 tntematiohal Building Code(2012 NDS)] "---- `' 1.5 IN x 3.5 IN x 30.66 FT(1.3+28+1.3) #2-Southem Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:35:20 PM Section Inadequate By:34895.6% Controlling Factor:Deflection/Depth Required 29.46 In. VMD-DIAGRAM 4000 36631bs @ 1ft 2000 hear(Ibs) 0 -2000 -4000 -3572 lbs @ 29 ft 30000 24868 ft4bs @ IS It 15000 Io nent(ft-Ib) 0 -15000 -30000 -106 ft-lbs @ 29 It .500- -62.05 In @ 0 ft -260— ,el action(in) 0 250 500 408.842 In @ 15.3 It ,. <;._- � - ti-` w ,,r � • "_-"�,. .Y, • - :_, _tea, .fim s �°'. �1. 28 It -- . 3ft{ •• • o 060 i••••i • • • • • 6666•• • • • 9 6900•• 0 • • • 66.9.• o • • •• •• 0.06 66.00• • • • • 900••• 0000 9. 0.6 6606 •• •• 66600 •60.0• .•6.09 • • • • 090.00 0 6 Soso:* • 6 • • • • •6.6 •9096• 0 0 Proj,sct: , StruCalc 9.0 page Location:birder Truss @ 28.0'@garage uplift Multi-Span Roof Beam [2012 International Building Code(2012 NDS)] ' 1.5 IN x 3.5 IN x 30.66 FT(1.3+28+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:40:30 PM Section Inadequate By:30118.8% Controlling Factor:Deflection/Depth Required 39.62 In. DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN 2L/Infinity 0.00 IN Ulnfinity 0.00 IN 21JI i inity Dead Load 53.59 in -353.61 in 53.59 in Total Load 53.59 IN 21J0 -353.61 IN U1 53.59 IN 2U Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 0 Ib 0 Ib Dead Load -3398 Ib -3398 Ib Total Load -3398 Ib -3398 Ib Uplift(1.5 F.S) -3398 Ib -3398 Ib Bearing Length 0.00 in 0.00 in BEAM DATA Leif Center Right Span Length 1.33 ft 28 ft 1.33 ft I . 28 ft $ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 1.33 ft 28 ft 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 ROOF LOADING Leif Center Right Notch Depth 0.00 Roof Live Load RLL= 0 psf 0 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= -47 psf -47 psf -47 psf Roof Tributary Width Side One TW1 = 4.5 ft 4.5 ft 4.5 ft #2-Southern Pine Roof Tributary Width Side Two TW2= 0 ft 0 ft 0 ft Base Values Adjusted = Bending Stress: Fb= 750 psi Fb'= 658 psi Wall Load WALL 0 pif 0 plf 0 pif Cd=0.90 C/=0.67 CF=9.47 BEAM LOADING Left Center Bight Shear Stress: Fv= 175 psi Fv'= 158 psi Total Live Load 0 plf 0 pif 0 plf Cd=0.90 Total Dead Load(Adjusted for Roof Pitch) -223 plf -223 pif -223 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Self Weight 1 pif 1 pif 1 plf Gomp.-L to Grain: Fc-1= 565 psi Fc--l-'= 565 psi Total Load -222 pif -222 plf -222 plf Controlling Moment: -21529 ft-lb 14.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -3104 Ib At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Provided • • • Section Modulus: 392.42 in3 3.06 M3 • • 0 0 009 0• • • 0909.. Area(Shear): 29.56 in2 5.25 in2 • :9999. Moment of Inertia(deflection): 1619.54 in4 5.36 in4 0 . . • Moment: -21529 ft-Ib 168 ft-Ib 689906 0 •. Shear. -3104 Ib 551 Ib 000000 •"' •• • • 9099.. 9999 99:99• 9999 .. •. 9999. . . . . 9999 9999.. 900.4. 0 . ..4... .. 0000.• . . • . . . • . . 9999 9990.• 0 0 � 8 Project:' 10O/S ' .; StruCalc 9.0 Pee Location:Girder Truss @ 28.0'@ garage uplift / Multi-Span Roof Beam [2012'International Building Code(2012 NDS)j 1.5 IN x 3.5 IN x 30.66 FT(1.3+28+1.3) #2-Southem Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:40:31 PM Section Inadequate By:30118.8% Controlling Factor:Deflection/Depth Required 39.62 In. V D' IAG _ 4000 31041bs @ 28 ft 2000 — Shear 0 -2000 4000 3104Ibs @ 28 It 30000 166 ft-lbs @ 1 ft 15000 to nent(ft-Ib) 0- -15000- -30000— -15000-30000 -21528 ft4bs @ 15 It -400 -353.61 in @ 15.3 ft -200 action(in) 0 200 400 63.588 In @ 0.7 ft F1.3 28ft . 3ft{ • • • • •• • • ••• :0000• 0000•• • • • • 0000•• 0000•• • • • •• •• •••• •••••• • • • 0000•• 0000• 0000• 0000 •• •• 0000• 0000 • • • • 0000•• 0000 ••• •••••• •• • • 0000 0000•• • page Projects - StruCalc 9.0 Ldcation:Girder Truss @ 43.42.0'@ house uplift / Multi-Span Roof Beam [ or [2012 International Building Code(2012 NDS)] 1.5 IN x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Southem Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:45:59 PM Section Inadequate By:85013.1% Controlling Factor:Deflection/Depth Required 64.87 In. DEFLECTIONS Left Center Ri I itLOADING DIAGRAM Live Load 0.00 IN 2Ulnflnity 0.00 IN Ulnfinity 0.00 IN Infinity Dead Load 150.93 in -1400.99 in 150.93 in Total Load 150.93 IN 21J0 -1400.99 IN UO 150.93 IN 2 JO Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 0 Ib 0 lb Dead Load -4668 Ib -4668 lb Total Load -4668 Ib -4668 Ib Uplift(1.5 F.S) -4668 Ib -4668 Ib Bearing Length 0.00 in 0.00 in BEAM DATA Left Center Span Length 1.33 ft 39.45 ft 1.33 ft 39.45 ft - Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 1.33 ft 39.45 ft 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 ROOF LOADING Left Center Riaht Notch Depth 0.00 Roof Live Load RLL= 0 psf 0 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= -47 psf -47 psf -47 psf #2-Southern Pine Roof Tributary Width Side One TW1 = 4.5 ft 4.5 ft 4.5 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 0 ft 0 ft 0 ft Bending Stress: Fb= 750 psi Fb'= 490 psi Wall Load WALL= 0 plf 0 plf 0 plf Cd=0.90 C1=0.49 CF=9.47 BEAM LOADINGelft Ce ter 3�iw Shear Stress: Fv= 175 psi Fv'= 158 psi Total Live Load 0 plf 0 plf 0 plf Cd=0.90 Total Dead Load(Adjusted for Roof Pitch) -223 plf -223 plf -223 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Self Weight 1 pif 1 plf 1 plf Comp.--to Grain: Fc- 565 psi Fc--L = 565 psi Total Load -222 plf -222 plf -222 plf •. • Controlling Moment: -42931 ft-Ib • e • a 19.73 Ft from left support of span 2(Center Span) • • • • • Created by dead loads only on all span(s). • • ...... Controlling Shear: 4373 lb ••.••. • • 39.45 Ft from left support of span 2(Center Span) 010 a s ease Created by dead loads only on all span(s). ' • ' • ...... ...• ease. Comparisons with required sections: Read Provided • * • • • Section Modulus: 1052.01 in3 3.06 in3 sees e s s.•.e i Area(Shear): 41.65 in2 5.25 int 006:06 e ' • Moment of Inertia(deflection): 4561.53 in4 5.36 in4 a 0'e'e0 e e •e'a e' Moment: -42931 ft-Ib 125 ft-Ib •' ' ••• • • Shear: 43731b 551 Ib • • •••• •••••• Project' StruCalc 9.0 page • Location:Girder Truss @ 43.42.0'@ house uplift / Multi-Span Roof Beam (2012 International Building Code(2012 NDS)] 1.5 IN x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:46:00 PM Section Inadequate By:85013.1% Controlling Factor:Deflection/Depth Required 64.87 In. VMD'DIA,NRAM 5000 4373 lbs @ 41 ft 2600 — Shear 0 -2500 -5000 43731bs @ 41 ft 50000 196 ft-lbs @ 41 ft 26000 Io nent(ft4b) 0 -25000 -50000 -42931 ft-lbs @ 21 ft -2000 -1400.986 in @ 21.1 ft -1000 re ectlon(in) 0 WnIIII 1000 2000 150.934 in @ 42,1 ft 11. 39.45 ft • • • 3 ft • • e 6666•• • • • • 6666•• •6.06• • • • •6 •• 6066 0066•• • 6 s 6 00.0•• •00• 60.06 60••00.0:•• •0.66 •000 • • • • 666••• •66.0• • • • • 066.69 •• 060.60 • • ••66 •60.0• • 0606 Projee,� StruCalc 9.0 Pace •L'ocation:Girder Truss @ 43.42 including overhang / Multi-Span Root Beam of [2012 International Building Code(2012 NDS)] 1.5 IN-x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:29:36 PM Seddon Inadequate By:98108.8% Controlling Factor:Deflection/Depth Required 41.56 In. DEFLECTIONS Leif Center Right LOADING DIAGRAM Live Load -92.55 IN 21J0 857.83 IN U1 -92.56 IN 21J0 Dead Load -81.59 in 757.33 in -81.58 in Total Load -174.14 IN 21J0 1615.16 IN UO -174.16 IN 21J0 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2845 Ib 2845 lb Dead Load 2523 Ib 2523 Ib Total Load 5369 Ib 5369 Ib Bearing Length 6.33 in 6.33 in BEAM DATA Left Center Right Span Length 1.33 ft 39.45 ft 1.33 ft a.: W.....,; Unbraced Length-Top O ft O ft O ft 39.45 ft Unbraced Length-Bottom 1.33 ft 39.45 ft 1.33 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 Notch Depth 0.00 ROOF LOADING Left Center Right MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf 30 psf #2-Southern Pine Roof Dead Load RDL= 25 psf 25 psf 25 psf Base Values d' sted Roof Tributary Width Side One TW1 = 4.5 ft 4.5 ft 4.5 it Bending Stress: Fb= 750 psi Fb'= 1375 psi Roof Tributary Width Side Two TW2= 0 ft 0 ft 0 ft Cd=1.25 CF=1.47 Wall Load WALL= 0 pif 0 plf 0 pif Shear Stress: Fv= 175 psi Fv'= 219 psi BEAM LOADINGe1 t Cente Right Cd=1.25 Total Live Load 135 pif 135 plf 135 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Dead Load(Adjusted for Roof Pitch) 119 pif 119 plf 119 pif Comp.-L to Grain: Fc--L= 565 psi Fc--L = 565 psi Beam Self Weight 1 plf 1 pif 1 plf - Total Load 255 plL, 255 pif 255 pif Controlling Moment: 49470 ft-Ib • • •• • • 19.73 Ft from left support of span 2(Center Span) • • • •••••• Created by combining all dead loads and live loads on span(s)2 • • :••••• • Controlling Shear: 5030 Ib i • i • • ••••i• At left support of span 2(Center Span) """ ' '• Created by combining all dead loads and live loads on span(s)1,2 •••••• •••• ••••• Comparisons with required sections: Read Provided •••• •• •• ••••• Section Modulus: 431.72 in3 3.06 in3 •••• • • • Area(Shear): 34.49 in2 5.25 int ••••.• • :• • Moment of Inertia(deflection): 5263.38 in4 5.36 in4 •••:•• •• ••.••• Moment: 49470 ft-Ib 351 ft-Ib Shear: 5030 lb 7661b •�• •••� •�•�� 8 e Projee& StruCalc 9.0 ON Location:Girder Truss @ 43.42 including overhang ' Multi-Span Roof,Beam (2012 International Building Code(2012 NDS)] 1.5 IN•x 3.5 IN x 42.11 FT(1.3+39.5+1.3) #2-Southern Pine-Dry Use StruCalc Version 9.0.1.7 7/26/2015 1:29:38 PM Section Inadequate By:98108.8% Controlling Factor:Deflection/Depth Required 41.56 In. VMO DIAGRAM 6000 50301bs 1 ft 3000 — Shear 0 -3000 -6000 5024 Ibs 41 ft 50000 49470 ft4bs 25000 to nent(ft-Ib) 0 -25000 50000 49470 ft-lbs @ 21 ft -2000 -174.157 in @ 42 1 ft -1000 ,a action(In) 0 1000 2000 1615.156 In @ 21.1 ft f1. 39.46 ft •• • ft • • • • • • • •••••• • •• •• •••• •••••• •••••• •••• ••••• • •••• •• •• ••••• • •••••• •• •••••• • • •••• •••••• • Op WIND LOAD DESIGN FOR COMPONENT&CLADDING BUILDING'(ROOF) (AS PER ANSI/ASCE 7-10&THE FLORIDA BUILDING CODE)2010 EDITION WIND LOAD PARAMETERS DESIGN VELOCITY PRESSURE:Q Q=0.00256`Kd'KZ`kzt'(V)2 Kz=1.0 FOR MASONRY Kzt=TOPOGRAPHIC FACTOR. =1.0 Kd=.85 FOR WINDOW&ROOF;EXPOSURE"C" Kz=.85,TABLE 30.3-1;EXPOSURE"C"TABLE 29.3-1 RISK CATHEGORY II=FOR WIND =1.0(ASCE 7-10 TABLE 1.5.2) BUILDING CATEGORY"II"TABL 1.5-2 ASCE 7-10 V=175 MPH Q=0.00256'0.85'0.85`1.0(175)2 Q=56.6 PSF INTERNAL PRESSURE COEFFICIENT(GCPi) _+/-0.18 ENCLOSED BUILDING CHAPTER 26(WALLS AND ROOF)PAGE 258 JOB ADDRESS: 88 NW 111th STREET MIAMI SHORES FL.33168 BUILDING SIZE= 54.2'X57.4' BUILDING HEIGHTE= 10'-5" 12 4' MEAN HEIGHT= 15.2' r`I I t1 � co� 0 14 o PITCH ROOF �r =18.41° I I 28.7' i I � 1.53•• • LIVE LOAD = 30 PSF 1.33'I ---- 57.414 -------------------- D.L.TOP CHORD = 15 PSF I I • • • •••••• of • • • • • 0000•• D.L.BOTTOM CHORD = 10 PSF i • • • • •••••• NI I • • • • TOTAL LOAD = 55 PSF � 0 0• I 1 � •• •• 0000 000000 1 •00000 0000 96•00 •• 6600• BASED ON NET WIND PRESSURE ON ROOF • s 00000:• • FROM MAIN WIND FORCE RESISTANCE SYSTEM (MW ) •••• • • :*Go** 0 FROM MECA WIND SOFTWARE •••••• • • • 6••6• .6 •• 0000•6 r • • • • 3o C3 57.4" • • 0000 •00000 -4.2 pa 60091 12.89 pef 4.0 paf 12 � 0 =18.41' T 4 —> � N 28.7 COS 0 = = 30.0 FEET X _ USE 90.0 FEET N Max. diaphragm Dimension Ratio = 58.6/53 =1.10 >3 satisfactory 17 12 4F- 9.718 psf y�� 12.89 psf BASED ON BLDG.HEIGHT=19.98' use windward wall w leeward wall 47.0 PSF 10.37 PSF 47.0 psf 0(12.5/2) =293.75 lb/f–> o leeward wall 10.37 PSF 10.37 psf '(12.5/2) =64.81 lb/f wall windward and leeward= 358.56 lb/f 358.56 lb/f x 54.2' = 9,716.98 lbs. each side of wall z windward roof 9.78 psf •0 • • o. N8 pef sin18.41' 57.4 2 • '.• ` • x x 54.2/2 = 2,520.3 lbs. • •••••• .•• •• rizon comp. cos 18.41° • • " • • + • 9999•••' ••• "••• •• leeward roof •• •+ 12.89 pef 900006 9999•• •• ••• •• •• •• •. 9999 • 12.89 psf sin18.41"x 57.4 2 x 54.2/2 = 3,252.0 lbs. `go** • •• • ' i• ••• cos 18.41" * • • 909.96 •• ♦•• 999.9• • • � Total = 9,716.98 lbs+2,520.30 lbs+3,252.0 lbs'='15,489.R&VM0 Total= 15,489.28 lbs/27.1 feet=571.56 lbs/feet 571.56 lbs/ft shear capacity per attached table 300 lbs/feet allowable 300.0 bs/ft panel grade 19/32 plywood 571.56 lbs/feet-------------27.1 feet 10d nails @ 4"o.c.w/1 1/2" 300.0 lbs/feet-------------X penetration with member 2"x4 X = 14.22 feet 14.28' use 2"x4"blocked at 14.22'o.c 27.1' 28'blocked diaphragm with 10d nails @ 4"o.c.;2"x4"blocking at the plywood edges w/3-16d nails each side as u;)i� �g Table 3.1A Recommended Shear (pounds per foot) For Horizontal Wood Structural Panel Diaphragms with Framing of Douglas fir-Larch or Southern Pines for Wind Loading Only WIND 'LOADING ONLY Blocked A#a hra ms Unblocked Diaphragms Nail Spacing(in.)at diaphragm boundaries(all cases), at continuous panel edges parallel to load(Cases 3&4),and at Nails Spaced 6 in.max.at all panel edges(Cases 5&6)b Supported Edges 6 4 2-1/2` 2` Minimum Minimum Minimum Case 1(No Nail Nominal Nominal Width Nail Spacing(in.)at Unblocked edges All other Penetration Panel of Framing other panel edges or continuous conflgurations Panel Common In Framing Thickness Member Cases 1 2,3&4)b joints parallel (Cases 2,3, Grade Nail Size (in.) (in.) (in.) 6 6 4 3 to load) 4,5&6) 2 260 350 525 590 230. 175 6d` 1-1/4 5/16 3 295 390 590 665 260 195 Structural) 2 380 505 740 840 335 250 grades 8d 1-3/8 3/8 3 420 560 840 945 370 280 2 450 595 895 1020 400 300 )Odd 1-1/2 15/32 3 505 670 1010 1150 450 335 2 240 315 470 530 210 155 6de 1-1/4 5/16 3 265 350 530 600 240 175 2 260 350 525 590 230 175 Sheathing, 3/8 3 295 390 590 665 260 195 Single- 2 335 450 670 765 300 225 Floors 3/8 3 380 505 755 855 335 250 and other gd 1-3/8 2 355 475 705 805 322 240 structural- 7/16 3 400 530 800 905 375 •• • 265 use panel 2 380 505 740 840 335 •. • • 250*000 grades 15/32 3 420 .560 840 945 •• o 370 28a, 0 2 405 540 805 915 • 355 •0000• 264••••• ' l0dd 1-1/2 15/32 3 / 455 600 910 1030• •405 • 300 0 2 450 595 895 1020 ••••••400 3 • 0000• 19/32 •3 505 670 1010 1150 0 •• 450 •• • 3�3 " For framing of other species:(1)Find specific gravity for species of ` 8d is recommended minimum forTdoT•s oMe to negat prelsures of 4iN•• framing lumber in the NDS.(2)Find shear value from table above for nail winds. 0 6069 0 •• 0 0 0 • size of actual grade.(3)Multiply value by the following adjustment factor 0.0.0 Notes:Design for diaphragm stresslIN-Apends on direction of conti�uoas • =[1-(0.5-G)],where G=specific gravity of the framing lumber.This panel joints with reference to load,0ebt Qtr direction of long dimensiq%q,(•0 0 0 adjustment factor shall not be greater than 1. sheet.Continuous framing may bekosiehezedirection.for0bliked �• i Space nails maximum 12 in.oc along intermediate framing members(6 diaphragms. 0• • 0 0• 0 • in.oc when supports are spaced 48 in.oc). • • 0 •• Gee***e•••0 ° Framing at adjoining panel edges shall be 3 in.nominal or wider,and The recommended shears presentednn Tale MA aro area on the nails shall be staggered where nails are spaced 2 in.o.c.or 2-1/2 in.oc historicalpy used design stresses for diaphragms which*"flsted in Table ° Framing at adjoining panel edges shall be 3-in.nominal or wider,and 3.11j multiplied by 1,4.Some building codes,including the 2000 nails shall be staggered where 10d nails having penetration into framing International Building Code, have provided for this increase due to the of more than 1-5/8 in.are spaced 3 in.oc. better understanding of wind loading.The designer should confirm that the increase is applicable under the local code. Case 1 Case 2 Blocking Case 3 Load Framing Load If used Loud r r .If. a '4j• , 1`� �l' x..1319 4'fi { : S , �� • J f f I�;m jiG ra t ap�Iy. ,rll ,•�..' .+ .i. �m y s I'•r i i c4 J a t f�' x C ai \ ? u.. 1 �� 'a t. y;�•. �„„ „8 tv,yr .#I y .Jd• i;, :f i t� t 5 g y,t a r�. J�. v continuous panel joint ed Diap regm boundary Case 4 Case 5 Blocking. Case 6 Load Blocking, Load ^It used Load Framing 1 used n 'I. 1 ,� t S ( 4 1 i y > •A �c 'i.,�, � y.fr r~ x^� f _ ;art �° k al�.k Vi '' }ari t a � Y a r2r x7 rr, �Jc , ` •+v�'t . Continuous panel joint <Continuous panel)olnt APA—The Engineered Wood Association Project Name:Calculation for New Addition &Interior Remodeling Address: 88 N.W. 111th. Street N • For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 NEW SINGLE FAMILY RESIDENCE MASONRY WALL DESIGN DESIGN CRITERIA Materials and Allowable Stresses CBS: Minimum Strength : 1500 psi Mortar: Type M Grout: Coarse pea gravel grout with a minimum strength of 2700 psi. Masonry: Strengh of masonry, f'm. Special inspection will be provided. Fm == 1,500 psi Steel: Grade 60 00 • ge . . ... _ sees.. fy= 60,000 psi : ••• • sees.. sees.. • • Allowable Re-bar Stress Fs= 0.4fy s 24,000 •see s. sees.. .. .. sees • sees sees. 24,000 psi ••••e� .e ee ••:••• sees sees.. Es= 29,000,000 psi 900:60 go. sees.. sees.. Concrete: f c= 3000 psi at 28 days •• e •• • sees sees.. • • 'geese Modular Ratio n = Es/Em Em= 750 f'm= 1,125,000 psi n = 25.78 Maximum allowable compressive stresses: Fb= (0.33f'm) 495 psi Maximum allowable axial compressive strength: Fa= 1/2(0.2f'm)R special inspection provided. `Z® Project Name:Calculation for New Addition&Interior Remodeling Address: 88 N.W. 111th. Street N For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 R= 0.839 Fa= 125.79 psi All allowable stresses may be increased by 1/3 when considering wind or seismic forces. (UBC Sec. 1603.5) For members subjected to combined axial and flexural stresses due to vertical, seismic or wind forces. (UBC Chapter 21, Eq. 7-16) (fa/Fa)+(fb/Fb)51 or 1.33 The maximum bending stress required to satisfy the unity equation when wind or seismic forces are considered is: fb= (1.33-fa/Fa)Fb LOADS Lateral Loads(Wind) Wind Loads (Refer to Wind Load Calculations Sheet) Vertical Loads on Walls •• • ••' :0000: • ' s..••• 0000•• Eccentricity e= 2 inches * *0 • . • 0000.. , 090000 ••.• 0000.. Roof span RS= 41.5 ft ' 0000.. 0000 0000. 0000 .. .. ...•• Tributary width of roof: TWR= 2 ft 0000 • 0000.. Roof Live Load RLL= 30 psf .': • • 00.00• , see 0000 0000.. Roof Dead Load RDL= 25 psf ' 0 •eggs• Dead load on wall at mid-height Partially grouted cell use 6= 65 Ib/ft Wall height wh = 12.5 ft Wall Dead load DL= (1/2)(h)(6) DL= 406.25 lbs Dead Load of Concrete 01 Project Name:Calculation for New Addition & Interior Remodeling Address: 88 N.W. 111th. Street N For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 Tie beam th 12 inches Tie beam weight w= 150 lbs Gravity loads on bearing walls. Apply to all exterior walls R= (RLL+RDL)*(TWR)*(RS/2) = 2282.5 lbs When lateral wind or seismic forces are considered, the roof live load is generally ignored except for snow load. To be conservative use 50% of the roof live load RLL= 15 psf R= 1660 lbs Lateral Forces on Walls Wind forces WF= P5W+P5L P5W= 43.00 psf .. • • •eee•• P5L= 0.00 psf ; `•e .••e•• ° WF= 43.00 psf Use 45409P' •• *94,600 •••• •e•••• goes Lateral wind moment assuming pin connection at top and bottom °•° •• •° e.... s • • • M = (WF*whz)/8 •••we• M = 839.84 Ib-ft •• °" • w • • e Moment due to eccentric roof Live Load and Dead Load M = R*e M = 380.42 Ib-ft Moment at mid-height M = 190.21 Ib-ft Max. moment @ mid-height M = 1030.05 Ib-ft Z� Project Name:Calculation for New Addition & Interior Remodeling Address: 88 N.W. 111th. Street N • For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 Total vertical load at mid-height P= 2216.25 lbs Design Wall for Condition at Mid-Height Radius of gyration r I = b?/12 Design width of wall b= 8 in Nominal wall thickness t= 8 in Equivalent wall thickness to= 7.625 in I = 341.33333 in' Area A= 64 in' .. ••• • r= 2.67 in .. .. .... ...... h'/r= 56.25 <99 ..... R= {1-(h'/(140r))') '••••' ' ...:.. .. ...... Calculated R= 0.839 • Maximum allowable axial stress, for f"m=2000 psi with no inspection: •, •,• Fa= 0.25 f'm R Fa= 314.46 psi Fa/2= 157.23 psi Actual axial stress fa= P/A = 34.63 psi Effective depth d = 3.81 in Project Name:Calculation for New Addition & Interior Remodeling Address: 88 N.W. 111th. Street N A For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 Check flexural stress as if section was uncracked fb= 6M/btz = 144.85 psi > 34.63 psi The bending stress is greater than the dead load axial stress, therefore design for tension as a cracked section. Flexural coefficient K K= M/bd' 106.30 psi Maximum allowable bending stress for combined stress conditions. fb= (1.33-fa/Fa)Fb = 603.84 psi maximum bending stress •' Allowable Stress :••••• Fb= (0.33f'm) •• ,• •••••• = 495 psi .... •• •• ••"' •••• • • Check Moment Capacity of Wall •••••' 00 ...... • • As= 0.3313406 int Try#6 @ 16"O.C. •••••• • • • • •••• Steel ratio p= AS/bd 0.011 k= �(np)2+�2np-np 0.519 j = 1-k/3 0.827 Project Name:Calculation for New Addition & Interior Remodeling Address: 88 N.W. 111th. Street N For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 Moment capability based on the masonry stress Mm= 1/2fbkbd2 or Kbd2 fb= M/bd2*2/jk 495.30 psi Mm= 14946.48 Ib-in Ms= Fspjbd2 25072.47 lb-in Check for combined stresses (fa/Fa)+(fb/Fb)51 or 1.33 1.28 < 1.33 Satisfatory WALL FOUNDATION DESIGN , •;';,: . 0000.. • 0000.. 0000.. Assume footing is 1'-4"wide by 14"thick. Base the analysis on a 1-ft thick slice of the wsg;t foundation • .. *0 0000.. width =wf= 1.5 ft ' 0000 0000.. height= 0.75 ft 000000 • 0000 •.. •. 0000:0 Live Load on roof= (LL* RS/2) .. ••• '. • 0000.. LL= 622.5 lbs/ft • Weight of roof= DL* RS/2 518.75 lbs/ft Weight of wall = b*wh = 812.5 lbs/ft Weight of footing = 168.75 lbs/ft DL= 1500 lbs/ft Project Name:Calculation for New Addition &Interior Remodeling Address: 88 N.W. 111th. Street N For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Vigar,P.E. Lic.#38863 P=LL+DL= 2122.5 lbs/ft U = 1.7LL+1.4DL= 3158.25 lbs/ft Soil on Footing YS= 120 pcf Assume soil bearing capacity q= 2000 psf Minimum allowable width = P/q Wt min= 1.06125 ft 1.5 ft 1 ft slice qa= P/A Q actual qa= 1415 psf<2000 psf Pressure produced by factored loads qu= U/A qu= 2105.50 psf Vc= 2cp�f"c(bd) cp= 0.85 d ;•a. : •••••• • • ....00 • 0 0000.. Vc= 6704.12 lbs b 12 •• 0000.. 00 0000 0000.. Vu= qu *((wf/2)-(b/12)-(d/12)) •••• ••:••. .. .. 0000. Vu= -1579.13 lbs < 6704.12 lbs. o.k. 0 6stisfatory•' •••• .6.6.. • 64 0000.. Compute As min using requirements for beams • • .' • 0096 0000.. As min = (200/fy)*bd *690 = 0.24 int Use As= 0.31 int Use#5 bars @ 12" Check moment capacity provided by#5 @ 12" Mn= cp*Asfy*(d-a/2) cp= 0.9 pa= As/(b*d) pa= 0.0043 Project Name:Calculation for New Addition & Interior Remodeling Address: 88 N.W. 111th. Street N For:ADAM COOK Date: 07/28/015 Prepared by:Arshad Viqar,P.E. Lic.#38863 p= .85*[3i*(f'c/fy)*[87000/(87000+fy)] 0.85 a= As*(fy/(.85*f'c*b) a= 0.61 a/2 = 0.30 P = 0.0214 Mn= 95,352 Ib-in Moment provided by reinforcement wt=wall thickness in inches Wt= 8 Mu= qu *((wf-wt)/2*(wf-wt)/4) (wt-4/2= 10 Mu = 26,319 Ib-in < 95,352 Ib-in satisfatory . ... • .. 0000.. • 0000.. 0000.. 0000 0000.. 0000. 00.00•• 0000 • 0000 .. .. 0000. 0 • 0000 0000.. 0000.. 00 :..000 ...0.0 600.0. • 0 • 000 • •� • . Sheetl ARCON ENGINEERING GROUP INC. 1175 N.E. 125TH STREET SUITE 209 MIAMI, FLORIDA 33161 _ JOB ADDRESS: 88 N.W 111th Street Miami, FI. 33168 CHECK EXISTING FOOTER WITH NEW LOAD DESIGN DESIGN PROCEDURE REINFORCED CONCRETE DESIGN GIVEN ROOF ROOF LIVE LOAD W/NEW PIGGY BACK 30 psf ROOF DEAD LOAD (roof Trusses have been removed and replaced) 25 psf TOTAL 55 psf Roof is supported by Wall. Wall Length= 40.75 ft. Wall Height 12.5 ft. 8"CMU I Dead Load 70 psf roof tributary width 21.75 feet wall tributary length 20.4 feet Tie beam 0.67'x 1'x 24' Tributary roof area acting on the wall (24.872)X 27' •+4,43.7 14sq;ft?s': • • ...... • . • • ...• • LOAD ACTING ON FOOTING: sees • LIVE LOAD: 0 0 CV2 Ibs/ft:.• DEAD LOAD: • (3 0. ' : lbs/ft. •. Wall dead load ..1428 0 lbs/It existing tie beam dead load weight •• ®' .' lbs/ .' New weight on * new tie beam dead load weight 94' •••• lbs/ft" total dead load P 2118 "e lbs/ft. SOIL INFORMATION ASSUME ALLOWABLE SOIL BEARING CAPACITY 2000 psf UNIT WEIGHT OF SOIL 120 pcf MATERIAL USED: CONCRETE STRENGTH AT 28 DAY = 3000 _ psi YIELD STRENGHT OF REBARS = 60000 psi DESIGN CODE: JACI 318-08 Page 1 Sheet1 r � CHECK DEPTH FOR THE EXISTING FOOTER 1.CHECK THE DEPTH OF THE FOOTER As per information obtained at the site, existing footing is 12"deep x 16 wide The net soil bearing capacity is existing Footer is 12"x16" as verified on the job site and there is an 8 inches overburden soil the bottom of footer is 12 below+ 8 inches overburden soil P= 2000-(150 pcf X 16)/12- 120 pcf X 8)/12 1720 B = (612 lbs/ft +2,118.0 lbs/ft)]/ 1720 psf Required footing width is B= 1.56 ft<1.33 OK Existing 16 inches or 1.33 feet footer width is not adequate for the new load with 2#5 continuous bars. Enlarge existing footer 6" min with (1)#5 cont. bar r rr r• rrrrr• r • • • • •rrr •rrr• •rrrr• • •• rr •rrr• •rrrrr 00000: • • r •rrr • • •rrrr• � r • •rrr•• • 0 • r•rr rrrr • •rrrr• rr • 00 • • •rrr rrrrr• • • • r •rrr Page 2 INSPECTION REPORT July 28,2015 Owner: Adam Cook Job Address: 88 NW 111 Street Miami Shores FL. FOLIO: 11-2136-003-0400 .. .. .. .... . .... ...... .... ..... • •••••• fir• 9060V • • f • • fin, 1 _ 1 u Yi taF .K 1 1 l Prepared By: Arcon Engineering Professional Engineer 1175 NE 125 Street #209 North Miami, Florida 33160 Phone : 786-663-9439 �, • . . . . ...... 0000•• • • • •• •• 0000 0000•• 0000•• 0000 0000• 0000 •• •• 00.00 INSPECTION CONDITIONS ' 0000 • • • • .0.000 • 90 000000 ••*0 0000 0000•• • • • 0 • 0 0 • 0066 660060 ♦••• CLIENT & SITE INFORMATION: FILE# 021312 DATE OF INSPECTION: April 20, 2015 and May 25, 2015 TIME OF INSPECTION: 11:00 am AND 2: pm CLIENT NAME: Adam Cook MAILING ADDRESS: N/A CITY/STATE/ZIP: N/A INSPECTION LOCATION: Same as above ID # FOLIO: 11-2136-003-0400 XXr000t xxxxx P.E. PROFESSIONAL ENGINEER For client use only. Use by any unauthorized persons is prohibited BUILDING CHARACTERISTICS: MAIN ENTRY: North Estimated age: 75 years/Year Built EFF:1940 BUILDING TYPE: CBS, Single Family Dwelling - - STORIES: l UTILITIY SERVICE: WATER SOURCE: Public Sewage disposal: Septic Tank UTILITIES STATUS: All utilities off. STORIES: I Legal Description: Lot 8, Block 220 of Miami Shores Extension, according to the plat thereof as recorded in plat 43,page 40 of the Public record of the Miami Dade Florida .. • .. 0000 . . 0000.. 0000•• • • • • 0000•• 0000•• • • • •• •• 0000 0000•• 0000•• 0000 0000• To the best of our knowledge and belief, all statements and information in thig—Ft aret e d ••:••• 0000 correct. •••••• All repairs must be performed by properly licensed contractors. All work�Qpa'ojoons to b;.. • reflected the approved plans provided for permitting under governing municiVal body. ...• •••.•• • • . . • 0000 0.00.0 This inspection and report are performed and prepared for the sole, confidential and excl4lla• use and possession of the client named above. We have no relationship to and accept no responsibility for use by parties not specifically named as the client. EXTERIOR- FOUNDATION This is an existing single family dwelling that was built in 1940. Based on our inspection the house existing foundation is a 16"x12"with two #5 re-bars. However, the foundation calculation required that the existing foundation to be enlarge 6" with (1) #5 re-bar and dowel #4 @ 12" on center in the exterior of the house perimeter.(see plans for details). All exterior grades should allow for positive drainage of surface and roof water to flow away from the foundation. WALLS Only the exterior CBS walls to remain and to be reinforced according to approved plans, Settlement or curing surface cracks are commonly encountered in nearly all older dwellings. Therefore, any damage wall to be repaired as needed. MATERIAL: (Exterior) CBS Walls CONDITION all existing dry wall to be removed in other to expose the condition of the damage. NOTE. any damage wall to be repair as needed - All work to be done to Florida Building code 2010 standard( see plans) XXXXX XXXXX P.E.,PROFESSIONAL ENGINEER For client use only. Use by any unauthorized persons is prohibited STUCCO: MATERIAL Perimeter CBS wall structures were physically observed. All stucco,to be removed. Note: • General exterior condition; new finish stucco to be applied to the exterior surface of the building once all reinforcement have been put to places, requires painting to the entire building. WINDOW: . • .. . ... MATERIAL: Aluminum Single Hung windows(to be;repleced) • :"'•: . . . . ...... CONDITION Note: Approved by Miami Dade County;p;ocluct app Koval ••• • and the FBC 2010 edition required. 30udbws ih%talltid ••• along perimeter walls to be impact. see*** •• •• ..... • Note: All existing single hung windgM•tp be removed •••••• and replaced by impact horizontal wimdow •..• .' . . .... ...... ROFING SYSTEM ROOF: STYLE: HIP ROOF TYPE: Tiles The foregoing is an opinion of the general quality and condition of the roofing material. This inspection is intended to provide an idea of the visually determined condition. Due to the extent of the water damage in the roof, the inspection required complete re-roofing. The roof have severe water damage and needs to be demolished. All existing trusses in material in the roof to be removed and replaced with new trusses material, all work to be performs by a license roofer. • Note: the entire roofing material and trusses All and existing damage plywood to be removed for new roofing trusses and materials. All work to be done to Florida Building code 2010 standard XXXXX XXXXX P.E.,PROFESSIONAL ENGINEER For client use only. Use by any unauthorized persons is prohibited .a ATTIC AND INSULATION: FRAMING: Conventional framing (engineered roof trusses) All roof trusses to be new (see plans) INSULATION: TYPE AND CONDITION: R-30 insulation to be installed (new) PLUMBING •••••• . . . . ...... . All underground piping related to water supply, waste, or sprinkler use ar8•etClvded from this •, .. . .... ...... inspection. Leakage or corrosion in underground piping cannot be detected by•a visual ...... .... ..... inspection. Therefore, only the existing plumbing lines in the existing bathm= was i;**;Qted ••;••• and to remain, the existing fixtures to be removed and replaced same locationp•All work•to be . done as per approved plans. •••:.. 0 • ...... .. ...... . . • Note:All work to be done to F7orfdd Building.code 2010 standard 01.0•0 MAIN LINE: MAIN SHUT OFF VALVUE: * Main water shut off valve was observed located at west area of the building. CONDITION: * Water service meter indicates there was no leak in the water supply system at time of inspection SUPPLY LINES: MATERIAL: existing hot and cold water lines observed in the bathroom no reuair required. WASTE LINES: BUILDING IS ON septic tank MATERIAL: PVC, Cast Iron CONDITION: WATER HEATER: CONDITION: No water heater was present during the inspection New water heater required to be installed, as per approved plans. • Note:All work to be done to Florida Building code 2010 standard AIR CONDITIONING-HEATING Note: New air handler and compressor to be install,with new duct work,new diffuser; the A/C plans have been approved with complete heat load calculation. • Note: All work to be done to Florida Building code 2010 standard XXXXX XXXXX P.E.PROFESSIONAL ENGINEER For client use only.Use by any unauthorized persons is prohibited •. . . . • 00. 0000.. • • • AIR CONDITIONING: . :00 %. • . 0000.. TYPE: Central "Split" HVAC Systelllf.A.if handler, & Condensing unit by approved plOF6•• 410090 •••6•• •.6.•• 0660 00000 0000 •. 00000 0000 DUCTWORK: 0 %• 0000.. TYPE: Flexible duct/Fiberglass 009:60 • 060000 •• .00.0• * New a/c vents to be installed to all bedroo_jp$.hall6 *; way, and bathrooms. 000000 • Note: All work to be done to Florida Building code 2010 standard ELECTRICAL SYSTEM Only licensed electrical contractors are recommended to work in the house. The inspection required the entire house to be rewired, the plans have been approved with electrical calculation. All work to be done in accordance with FBC 2010 and NEC 2010. SERVICE: The services size is a 200 amps base on the electrical calculation ELECTRICAL PANELS/METER: LOCATION: PANEL: Interior(West Garage wall.) METER: Exterior(North wall of existing garage (Main/Panel) Inspector notes: Exterior Panel is nonfunctioning, New panel will be provided as per approved plans. *Ground Fault Circuit Interrupter (GFCI) outlets are recommended for installation at exterior, bathrooms, outlets, bedrooms anywhere outlets are near a water source. SMOKE DETECTORS/ FIRE ALARM CONDITION * new smoke detector to be installed. Wiring of smoke detectors to be hard wired to electrical panel. (see the Electrical Plans) 00 . .. . s Go. .e...e ...... • . . . 00.00.. INTERIOR WALLS •• • ' ... .. . ....:. Existing interior partition wall for the three bedrooms and the one bath to be reppk eremoverall. • drywall and replaced as new. ( see plans for the interior partition wall) • .... .. .. ..... Goes . . o %Goo. ...... as ...... 000 . .000 000000 . XXXXX XXXXX P.E.,PROFESSIONAL ENGINEER For client use only. Use by any unauthorized persons is prohibited DOORS: ENTRY/EXIT DOORS: New door to be installed at the front (North), entrance Note: Doors must be a Miami Dade County Approved door: INTERIOR DOORS: New doors to be installed in all the rooms, door trims and moldings to be repair as needed. FLOORS: CONDITION:new flooring to be installed in the entire house RECOMENDATIONS In addition to the defects, deficiencies and required modifications noted in this report: We - recommend that all worked to be done with proper permits and recorded inspections performed by the governing municipality, an approved drawings to be obtained for all work performed in the disciplines of Plumbing, Mechanical, Electrical, Structural and Building for permitting. When an item or component is noted repair as needed, We do not recommend that repair work be done based solely on the report. To the best of our knowledge and ability,this report represents as accurate appraisal of the present condition of the building based upon a careful evaluation of observed conditions,to the extent reasonably possible.No warranties or representation are intended nor should be construed. Sint ely yours, •• • ' •. . see • • Arshad Viqar, PE 0. ...... 1175 NE 125 Street#209 """ •• .. .. .... ....:. Miami Fl. 33162 • Ph. (786) 663-9439 .• • .... .. .. .. .. . . ......sees •• ...... .. . •.. • . XXXXX XXXXX P.E., PROFESSIONAL ENGINEER For client use only. Use by any unauthorized;ersvns is prohibited :. ARCHIVAL PHOTO'S : 88 NW 111 Street Miami Shores Pic#1 (front of the Building) . . . . ...... .... ...... ...... .... ..... . . . ARCHIVAL PHOTO'S: 88 NW 111 Street Miami Shores Pic#2 (Ariel picture of the back) . . . . ...... • .`. • • .... .000.0 0000 ,R• ♦5�`xc.'�pi n sale Miami shores Village Building Department �IORIDp� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE •". : •• 1(We)have been retained by o C to perform special inspecior services ugder •"�:• the to a B 'Iding Code at the AJ ZtJ IZIS7— project on the below listed•structures•;%,of •• • (date).I am a registered architect or professional engineer licensed in the State of W9sr° °„• PROCESS NUMBERS: r. �� S.S� •°,,•• ° ••°.. ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.120) •••••• , •••.°° X SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2)• 'X SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122A(R4407.5A) .° ° ••: '••••• ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) ; • • ••• ° •• X SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ,'•°•, •.•°:° ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) •••• ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individu I(s employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village 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 Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Architect Name ftRsNAD V, ?A Int 11 ? Address DATE: Phone No. 7.66- 463- It 63^ Created on 6/10/2009 i Truss Anchors NVTH 1 I/a"x 14G, Seat 18G r - s H igen Product No.of Fasteners Maximum Uplift Loads(lbs) Maximum Lateral Loads(lbs) b (in Code in each strap Single Strap Double Stra s 1e 10d x 1.5" on on p Single Strap Double Strap NVTH-16 NVTHS 212 Single Truss Double Truss Ll L2 Ll L2 14 NVTH-18 NVTHS 2141 5 1032 2064 560 525 1120 1050 16 NVTH--20 NVTHS 2161 6 1222 2444 671 630 1342 1260 18 NVTH-22 NVTHS 218 7 1275 2550 783 735 1566 1470 20 NVTH-24 NVTHS 2201 8 1329 2658 783 735 1566 1470 22 NVTH-26 NVTHS 2221 9 1383 2766 783 735 1566 1470 24 NVTH-28 NVTHS 224 10 1437 2874 783 --3% ' 1566 1470 26 NVTH-30 NVTHS 226 11 1490 2980 +7�3 X35 1566 ON10 32 NVTH-36 NVTHS 232 12 1544 3088 785 935 1566' *W0 44 NVTH48 NVTHS 244 13 1598 3196 • 783 735. 1566• •1��0 CD--1.6 for Uplift and Lateral Loads1 144 •••••• ••• • • s ^' V•• • • • r ••• O d3 1Y" 1' slot 0.203"x 1' H •2i" O __2 tY4. O MIN. EMB. MIN. 4" Holes Dia. " 1Y•" EMB. O NVTHS �" NVTH " NVTH, NVTHS Notes: 1) All specified fasteners should be used on connected memners to achieve values indicated on the above schedule 2) This table is based on Miami Dade County NOA 12.0130.35 and Florida Approval 599R4 and 16294,Table 5. '3) Not a stock item, call for availability. .. _.;• 4) See General Notes,page 01. „•s Single Strap Double Strap Single Truss � Double Truss e Concrete Tie Beam Concrete Tie Beam or Tie Beam formed or Tie Beam formed with concrete filled with concrete filled masonry masonry ll