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RC-14-934 (6) � s SIM200802 Used for Florida State Wide Product Approval # r f� FL11473 Products on this Report which are approved: Product FL# Product I FL# DETAL20 11473.1 LGUM210-2-SD8 11473.12 r FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-27SDS 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 H ETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 I SIMPSON STRONG-TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO.7547 r 4745 Sutton Park Court,Suite 402 Jacksonville, FL 32224/904/821-5200 � 1 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. �he 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 i 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 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to acti as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B-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,IHETAL12, 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, HGUM7t5, 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, orbeams to masonry or concrete walls. The MTSM fastens to the wood member with TOd common nails, and fastens to the wall with either'/4x2'/4"Titen Masonry Screws for a masonry wall, or'/4X13/4"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or(beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/4x2'/4"Titen Masonry Screws for a masonry wall, or'/4x1%"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class!1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 11 See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor ood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson 1/4 X I%" SDS screws (provided with the part), and fastens+to the wall with either'/4x2'/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 '/4X I%" SDS screws (pr'ovided with the part), and fastens to the wall with '/x2'/4"Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 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 IN truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dx1'/z nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL). The strap portion of the anchor is 1'/8"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTMIA653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. SeeFigures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/z" 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 Or additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with I10dxl'/z" nails. They are embedded in the masonry or concrete wall to a depth hof 4'/inches. The strap portion of the anchor is 1'/8"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seats is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and.MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4"wide for use on 1'/s°'and larger members. They are installed with 10d common nails to the wood and either '/4x2'/4"Titen Masonry Screws to masonry, or'/4xl%"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either'/4x2'/4" Titen Masonry Screws to masonry, or'/4x13/4"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. 1 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mounb Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can-be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall.The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity.The FGTR fastens to the truss with Simpson Strong-Tie SDS'/e"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie'/z" 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 Fe=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 1 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 installithe Titen HD anchors, drill holes of the same diameter as the anchor into the masonryor concrete. Holes should be 1/2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed '/2" 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#rom galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield a 4d tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm)for the LGUM, and 0.173" (4.39 mm)for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6i See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed;in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensionsIshown 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 field stren the Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 y 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 lie 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, f - 2500 psi Masonry,f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 pei or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report 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 nd Residential Building Codes. Product Test Number I Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 02-3674, 02-3802 META Uplift 02-3861, 04-4675 6/4/02,6/8/02,7/24/02, 2/8/04 META F1 02-3674, 02-3802 6/4/02, 6/8/02 02-3674,META F2 02-3861 02-3802, 6/4/02, 6/8/02,7/24/02 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 1 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10102,7/26/02, 02-3676, 02-3863, HHETA Uplift 04-4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 02-3803, 02-3862 HETAL Uplift 04-4676 6/1002, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13%02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, LGUM Down 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 area suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load andResistance Factor Design. 2. Capacity of wood members is not covered by thisireport. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral,Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Per to Plate/Allowable Lateral Perp. to Plate< 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure an. Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie 4 Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS 1 Fasteners Allowable Uplift Loads � 160 Modl Noe Ga (n9 CMU .) Concrete Southern Truss/Rafter (CMU (Tit ret Pine/Douglas Fir- Spruce-Pine-Fir Larch MTSM16 16 16 7-10d 4-'/4X2'/4 4-'/4X13/4 875 755 MTSM20 16 20 7-10d 4-'/4X2'/4 4-'/4X13/4 875 755 HTSM16 14 16 8-10d 4-'/4X2'/4 4-'/4X13/4 1175 1010 HTSM20 14 20 10-10d 4-'/4X2'/4 4-'/4X13/4 1175 1010 HM9 18 - 4-SDS'/4X1'/z 5'/4X2'/4 5-'/4X13/4 805 690 HGAM10'-'l 14 1 - 4-SDS'/4X1'/z 4'/4X2'/4 4-'/4X2'/4 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFL/SYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/V must be used when framing anchors are installed on each side of the joist or truss. HGAM10 HN19 Moisture barrier not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie P L TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift I Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, F2 So.Pine Truss (patanciro (perpe6 to Fasteners Load Fasteners Load wan) "all) META12 8 7-10dx1Y. 1450 6-16d 1450 340 725 META14 10 7-10dx1Yz 1450 6-16d i 1450 340 725 META16 12 7-10dx1'/, 1450 6-16d 1450 340 725 META18 14 7-10dx1'h 1450 6-16d 1450 340 725 META20 18 16 6-10dx1'/. 1270 5-16d 1245 340 725 7-10dx1'/2 1450 6-16d 1450 340 725 META22 18 7-10dx1'/ 1450 6-16d 1450 340 725 META24 20 7-10dx1Y: 1450 6-16d € 1450 340 725 META40 36 7-10dx1'/. 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/z 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'/z 1810 8-16d ( 1810 340 725 HETA20 16 16 8-10dx1Y: 1735 7-16d 1780 340 725 9-10dx1'/z 1810 8-16d 1810 340 725 HETA24 20 9-10dx1Y. 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'/z 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1Y2 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1Yz 2235 9-16d 2235 3406 815 HHETA20 14 16 9-10dx1'/. 2010 8-16d 2080 3406 815 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'/ 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1'/ 2235 9-16d 2235 1 3406 815 HETAL12 7 10-10dx1Yz 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'/. 1810 13-16d 1810 415 1100 LTA1 18 3'/6 12-10dx1'/z 1 1420 12-10dx1'/Z 11 1420 485 1 1425 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum Fc is 2,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'/z"fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Moisture Lam=_r not shmvn F'. ' Typic aIMETA Installed%vith TSS Figure 4 Figure 5 Pa,META/HETA/HHETA Twical Installation LTA1 Typical Installation Simpson Strong-Tic TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loads5 Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F, F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fastene's Load to wall) to wall) DETAL20 1 CMU 18-10dx1Yz 2480 - 1 - 20006 1370 Concrete 18-10dx1'/ 2480 - 1 - 2000 1505 META 2 CMU 10-10dx1'/z 1985 14-16dj 1900 1210 1160 Concrete 10-10dxl% 1985 14-16d] 2565 1210 1160 HETA 2 CMU 10-10dx1'/z 2035 12-16d] 2500 1225 1520 Concrete 10-10dx1Yz 2035 12-16d] 2700 1225 1520 HHETA 2 CMU 10-10dx1'/ 2035. 12-16dj 2500 1225 1520 Concrete 10-10dxl% 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 f�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 tl-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib.may result in deflection up to 5/32"in the F, direction. to Typical Installation r with two METAs (min.) ®r:., err" tem Figure 6 DETAIL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong-Tie 76 6 im cA2 cdW(aAis� �zo PiE 74 P, 6)OU ( 7`1 5-5 F f4lpj 3S uPLI F-Y -roiAt = I, IC�o � �2-1 o � cornmaN ��SS s�� @ v*ZCQ �3a � �N' D x Z77/ � 74 -24,, Page 1/2 Concrete Footing Design Job: 766 ne 9th street miami Designed By: Charles Mitchell P.E. Description: addition Checked By: Time. 9/4/2014 :iJIL DATA CONCRETE DATA COLUMN DATA Max. Vert Press. = 2.000 K /Ft '2 FIC = 3.000 K /In '2 F'c = 4.000 K /In '2 Max. Flexural Press. = 2.000 K /Ft "2 Density = 150.000 Lb/Ft A3 X Dim. = 8.000 In DE.nsity = 100.000 Lb/Ft "3 Fy = 60.000 K /In '2 Z Dim. = 20.000 In Phi Angle = 30.000 Deg X Offset = 0.000 Ft Coeff. of Friction = 0.330 Z Offset = 0.000 Ft Cohesion = 0.000 Lb/Ft '2 SURCHARGE.DATA Ftg. Depth = 2.000 Ft +X,+Z Quadrant = 0.000 K /Ft ^2 FS Uplift = 1.500 +X,-Z Quadrant = 0.000 K /Ft '2 BASE PLATE DATA FS Overturning = 1.500 -X,-Z Quadrant = 0.000 K /Ft A2 X Dim. = 0.000 In FS Sliding = 1.500 -X,+Z Quadrant = 0.000 K /Ft '2 Z Dim. = 0.000 In C O L U M N L O A D D E S C R I P T I O N S COLUMN LOAD DESCRIPTION 1 main loads for footer 2 L 0 A D C O M B I N A T I O N S LOAD COMBINATION DESCRIPTION 1 1.4D 2 1.2D + 1.6L + O.SR 3 1.2D + L + 1.6R 4 1.2D + O.8W + 1.6R 5 1.2D + L + 1.6W + 0.5R 6 1.2D + L + 1.4E + 0.2R 7 0.9D + 1.6W 8 0.9D + 1.4E 9 1.2D - 0.8W + 1.6R 10 1.2D + L - 1.6W + 0.5R _ 11 1.2D + L - 1.4E + 0.2R 12 0.9D - 1.6W 13 0.9D - 1.4E U N F A C T O R E D L O A D S I N P U T COLUMN LOAD No. 1 DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD vertical = -9.500 K -2.200 K -4.000 K 0.000 K -4.500 K Moment X = 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K Moment Z = 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K Horizontal X = 0.000 K Z = 0.000 K F O O T I N G O U T P U T FOOTING CHECK SHEAR STRESSES (ONE WAY) SHEAR STRESSES (TWO WAY) X Dimension = 4.000 Ft +X Area = 0.006 K /In ^2 +X Area = 0.013 K /In "2 Z Dimension = 4.000 Ft -X Area = 0.006 K /In '2 -X Area = 0.013 K /In "2 Thickness = 16.000 In +Z Area = 0.002 K /In '2 +Z Area = 0.013 K /In '2 Max. Press. = 1.329 K /Ft A2 -Z Area = 0.002 K /In A2 -Z Area = 0.013 K /In '2 Allow. = 0.082 K /In A2 Allow. = 0.148 K /In '2 / Max. Pressure Governing Column = 1, Combination = 5 ,(/, Footing is Adequate `` 1 ✓ BbTTOM STEEL DESIGN (Parallel to X Axis) BOTTOM STEEL DESIGN (Parallel to Z Axis) Governing Column = Temp/Shrink Minimum Governing Column = Temp/Shrink Minimum Moment (+X Area) = 7.726 Ft-K Moment (+Z Area) = 3.786 Ft-K (-X Area) = 7.726 Ft-K (-Z Area) = 3.786 Ft-K Steel Required = 1.382 In'2 (Min) Steel Required = 1.382 In"2 (Min) C:-29-2013 Drawingsfooting 2 9/4/2014 Page 2/2 Dist. to F_entroid = 3.500 In Dist. to Centroid = 4.500 In Typical Spacings Typical Spacings 13 #3 Bars at 3.500 In. Centers 13 ' #3 Bars at 3.500 In. Centers 7 44 Bars at 7.000 In. Centers 7 #4 Bars at 7.000 In. Centers 5 #5 Bars at 10.500 In. Centers 5 #5 Bars at 10.500 In. Centers (Anchor) 4 #6 Bars at 14.000 In. Centers 4 #6 Bars at 14.000 In. Centers (Anchor) QUAWPITIES. 32.928 Lbs of Steel and 21.333 Ft'3 of Concrete. 9/4/2014 Page 1/2 Concrete Footing Design Job: 766 ne 9th street miami Designed By: Charles Mitchell P.E. Description: addition Checked By: Time: 9/4/2014 SSIL DATA CONCRETE DATA COLUMN DATA Max. Vert Press. = 2.000 K /Ft ^2 F'c = 3.000 K /In '2 F'c = 4.000 K /In '2 Max. Flexural Press. = 2.000 K /Ft "2 Density = 150.000 Lb/Ft '3 X Dim. = 8.000 In D(gnsity = 100.000 Lb/Ft "3 Fy = 60.000 K /In '2 Z Dim. = 12.000 In Phi Angle = 30.000 Deg X Offset = 0.000 Ft Coeff. of Friction = 0.330 Z Offset = 0.000 Ft Cohesion = .0.000 Lb/Ft "2 SURCHARGE DATA Ftg. Depth = 2.000 Ft +X,+Z Quadrant = 0.000 K /Ft A2 FS Uplift = 1.500 +X,-Z Quadrant = 0.000 K /Ft "2 BASE PLATE DATA FS Overturning = 1.500 -X,-Z Quadrant = 0.000 K /Ft '2 X Dim. = 0.000 In FS Sliding = 1.500 -X,+Z Quadrant = 0.000 K /Ft '2 Z Dim. = 0.000 In C 0 L U M N L 0 A D D E S C R I P T I O N S COLUMN LOAD DESCRIPTION 1 main loads for footer 3 L O A D C O M B I N A T I O N S LOAD COMBINATION DESCRIPTION 1 1.4D 2 1.21) + 1.61, + 0.5R 3 1.2D + L + 1.6R 4 1.2D + 0.8W + 1.6R 5 1.2D + L + 1.6W + 0.5R 6 1.2D + L + 1.4E + 0.2R 7 0.9D + 1.6W 8 0.9D + 1.4E 9 1.2D - 0.8W + 1.6R 10 1.2D + L - 1.6W + 0.5R 11 1.2D + L - 1.4E + 0.2R 12 0.9D - 1.6W 13 0.9D - 1.4E U N F A C T 0 R E D L O A D S I N P U T COLUMN LOAD No. 1 DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Vertical = -9.500 K -2.200 K -4.000 K 0.000 K -4.500 K Moment X = 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K Moment Z = 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K 0.000 Ft-K Horizontal X = 0.000 K Z = 0.000 K F O O T I N G O U T P U T FOOTING CHECK SHEAR STRESSES (ONE WAY) SHEAR STRESSES (TWO WAY) X Dimension = 3.500 Ft +X Area = 0.005 K /In "2 +X Area = 0.015 K /In A2 Z Dimension = 3.500 Ft -X Area = 0.005 K /In "2 -X Area = 0.015 K /In A2 Thickness = 16.000 In +Z Area = 0.004 K /In "2 +Z Area = 0.015 K /In "2 Max. Press. = 1.716 K /Ft ^2 -Z Area = 0.004 K /In '2 -Z Area = 0.015 K /In A2 Allow. = 0.082 K /In '2 Allow. = 0,164 K /In A2 Max. Pressure Governing Column = 1, Combination 5 Footing is Adequate BOTTOM STEEL DESIGN (Parallel to X Axis) BOTTOM STEEL DESIGN (Parallel to Z Axis) Governing Column = Temp/Shrink Minimum Governing Column = Temp/Shrink Minimum Moment (+X Area) = 6.379 Ft-K Moment (+Z Area) = 4.967 Ft-K , (-X Area) = 6.379 Ft-K (-Z Area) = 4.967 Ft-K Steel Required = 1.210 In'2 (Min) Steel Required = 1.210 In'2 (Min) C:-29-2013 Drawingsfooting 3 9/4/2014 Page 2/2 Dist. to Eentroid = 3.500 In Dist. to Centroid = 4.500 In Typical Spacings Typical Spacings 11 #3 Bars at 3.600 In. Centers 11 #3 Bars at 3.600 In. Centers 7 44 Bars at 6.000 In. Centers 7 #4 Bars at 6.000 In. Centers 4 45 Bars at. 12.000 In. Centers 4 #5 Bars at 12.000 In. Centers (Anchor) 3 #6 Bars at 18.000 In. Centers (Anchor) 3 #6 Bars at 18.000 In. Centers (Anchor) QUANTITIES 24.696 Lbs of Steel and 16.333 Ft'3 of Concrete. C:-29-2013 Drawingsfooting 3 9/4/2014 Masonry Wall 7.0 - MASONRY WALL ANALYSIS AND DESIGN -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Job ID 766 ne 96 street miami fl Job Description Guinovart addition Designed By C. Mitchell P.E. -------------------------------------------------------------------------------- DESIGN METHOD ACI 530-11: Ultimate Strength Design MASONRY MATERIAL Hollow Core Concrete Masonry Units MORTAR TYPE Type S MORTAR MATERIAL Portland Cement Lime Mortar BLOCK PLACEMENT Running Bond MASONRY WALL DATA: ------------------------------------ Wall Height = 9.00 ft. Nominal Wall Thickness = 8.00 in. Depth to c.g. Steel, Wall = 3.81 in. Parapet Height = 0.00 ft. Nominal Parapet Thickness = 0.00 in. Depth to c.g. Steel, Parapet = 0.00 in. Design Strip Width = 16.00 in. Main Wall Reinf. Layers = One Layer Wall Grout Spacing = Partially Grouted Support Type at Base = Pinned Support Span Type = Supported Top and Bottom WALL LOADS: ------------------------------------ Wall Weight = 1500.00 psf. Floor or Roof Load: Dead = 1,500.0 Lb Live = 200.0 Lb Eccentricity = 0.00 in. Additional Vertical Load: Dead = 0.0 Lb Live = 100.0 Lb Eccentricity = 0.00 in. Vertical Distance (y) = 9.00 ft. Equivalent Fluid Pressure = 0.00 pcf. Vertical Distance (x) = 0.00 ft. SEISMIC LOADS: ------------------------------------ Site Class (A to F) = Class A Seismic Use Group = I Short Period Spectral Acceleration, Ss = 0.00 One Second Spectral Acceleration, S1 = < 0.75 g (Computed) Design Category, = Category A Parapet Component Importance Factor, Ip = 1 Parapet Height/Roof Height Ratio z/h = 0 Veneer Weight = 0.00 psf. Seismic Load on Main Wall* = 200.00 psf. * Minimum Code Required Value Seismic Load on Parapet Wall = 0.00 psf. I' �6 • v U 9/4/2014 9:07 AM 1 of 9 WIND LOADS: ------------------------------------ Distance From Load Magnitude Base of Wall (ft) W or H (plf, lb) Start End ---------------------------------------- 1 W 25.00 0.00 9.00 s 3 4 5 Notes: 1. "W" designates a uniform distributed wind load. "H" designates a concentrated horizontal wind load. 2. Horizontal loads are positive to the right. MASONRY DATA: ------------------------------------ Masonry Unit Strength = 1900.00 psi. Masonry Compressive Strength, f'm = 1500.00 psi. Allowable Flexural Stress, Fb = N/A psi. Allowable Shear Stress, Fv = N/A psi. Allowable Tension: No Grout, Ft = N/A psi. Solid Grout, Ft = N/A psi. Modulus of Elasticity, Em = 1,350 ksi. Modular Ratio, Es/Em = n = 21.48 Single Grouted Cell + Web Width = 8.30 in. Nominal Length of Masonry Unit = 16.00 in. Block Face Shell Thickness = 1.25 in. Nominal Minus Actual Thickness = 0.38 in. MATERIAL DATA: ------------------------------------ Steel Yield Strength, Fy = 60.00 ksi. Allowable Steel Stress, Fs = 24.00 ksi. Modulus of Elasticity, Es = 29,000 ksi. REINFORCED WALL DATA: ------------------------------------ Minimum Steel Ratio, As/bt = 0.0007 9/4/2014 9:07 AM 2 of 9 GRAPHIC SUMMARY OF MASONRY WALL DATA L 11 0.00 in. • 0.00 in. D.L. 0.0 Lb D.L. 1,500.0 Lb L,L, 100.0 Lb L.L. 200.11 Lb Floor / Roof 6.00 9.00 ft. 5.00 200.00 9.00 ft. 3.61 9/4/2014 9:07 AM 3 of 9 S U M M A R Y O F R E S U L T S F O R M A I N W A L L DESIGN LOADS: (Based On Statics) ------------------------------------ Design Moment, Mu = 2,025.0 ft-lb / 16.00 in. Axial Load, Pu = 12,900.0 Lb / 16.00 in. Lead Combination = 1.2*DL+1*LL+1*E Design Shear, Vu = 900.0 Lb / 16.00 in. Load Combination = 0.9*DL+1*E ANALYSIS RESULTS: ------------------------------------ Design Strip Width = 16.00 in. Actual Wall Thickness, t = 7.63 in. Effective Height, h' = 9.00 ft. h'/t Ratio = 14.16 Seismic Force, (ASCE 7-10 12.11.1) Fp = 200.00 plf. / 16.00 in. Minimum Area of Steel, Vertical Reinf. = 0.0854 in.^2 / 16.00 in. Minimum Area of Steel, Horiz. Reinf. = Not Required Ref. ACI 530-11 1.11 Flexure Reduction Factor, 0 = 0.90 Shear Reduction Factor, m = 0.80 All. Service Load Deflection, 0.007*h' = 0.76 in. DESIGN RESULTS: ------------------------------------ -------P-Delta ------------------------------------------P-Delta Results-------- � Delta Delta Bar Service Ultimate Mu omn oVn Bar Spa. Size (in.) (in.) (ft-lb) (ft-lb) (lbs) (in. o'.c.) -------------------------------------------------------------------------------- #3 0.42 0.45 2,505.5 6,132.5 15,120.1 8.00 #4 0.51 0.54 2,606.7 5,907.4 10,229.3 16.00 #5 0.70 0.77 2,846.4 5,385.2 7,593.4 32.00 #6 0.62 0.67 2,734.7 5,633.1 7,066.2 40.00 #7 0.69 0.75 2,819.6 5,168.6 5,755.5 56.00 #8 0.64 0.69 2,761.0 4,623.5 5,036.0 64.00 #9 0.61 0.65 2,724.1 4,176.4 4,476.5 72.00 Max. vertical bar spacing is 72 inch per ACI 530-11 1.9.6 (commentary) IBC 2012 places no limits on bar spacing so ACI limits are assumed Per ACI 530-11 3.3.3.1, bar size is limited to #8 9/4/2014 9:07 AM 4 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1.6*LL REBAR DESIGN #3 @8 in. o.c. FURNISHED AREA OF STEEL .22 in^2 / 16.00 in. ------P-Delta Results------- Delta Delta N(t. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 9.00 0.0 2,280.0 0.0 0.00 0.00 0.0 1 8.10 0.0 4,440.0 0.0 2 7.20 0.0 6,600.0 0.0 3 6.30 0.0 8,760.0 0.0 4 5.40 0.0 10,920.0 0.0 5 4.50 0.0 13,080.0 0.0 6 3.60 0.0 15,240.0 0.0 7 2.70 0.0 17,400.0 0.0 8 1.80 0.0 19,560.0 0.0 9 0.90 0.0 21,720.0 0.0 10 0.00 0.0 23,880.0 0.0 0.00 0.00 0.0 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 16.00 in. / 16.00 in. Effective Grouted Core Width, b' = 16.00 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 591.10 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 155.04 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 814.0 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa = Pu/Ag = 195.74 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.695 in.^2 / 16.00 in. Depth of Compression Block, a = 1.812 in. Cracked Moment of Inertia, Icr = 45.60 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 7,582.8 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 15,120.1 Lb / 16.00 in. 9/4/2014 9:07 AM 5 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1*LL+1*WL REBAR DESIGN #3 @8 in. o.c. FURNISHED AREA OF STEEL .22 in'2 / 16.00 in. ------P-Delta Results------- � Delta Delta Na. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 9.00 0.0 2,100.0 -112.5 0.00 0.00 0.0 1 8.10 91.1 4,260.0 -90.0 2 7.20 162.0 6,420.0 -67.5 3 6.30 212.6 8,580.0 -45.0 4 5.40 243.0 10,740.0 -22.5 5 4.50 253.1 12,900.0 0.0 0.00 0.00 258.2 6 3.60 243.0 15,060.0 22.5 7 2.70 212.6 17,220.0 45.0 8 1.80 162.0 19,380.0 67.5 9 0.90 91.1 21,540.0 90.0 10 0.00 0.0 23,700.0 112.5 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 16.00 in. / 16.00 in. Effective Grouted Core Width, b, = 16.00 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 591.10 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 155.04 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 814.0 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable-Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa = Pu/Ag = 105.74 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.548 in.^2 / 16.00 in. Depth of Compression Block, a = 1.359 in. Cracked Moment of Inertia, Icr = 41.97 in.^4 / 16.00 in. Nominal Moment Capacity, oMn = 6,132.5 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 15,120.1 Lb / 16.00 in. 9/4/2014 9:07 AM 6 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1*LL+1*E REBAR DESIGN #3 @8 in. o.c. FURNISHED AREA OF STEEL .22 in'2 / 16.00 in.' ------P-Delta Results------- Delta Delta No. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 _ 9.00 0.0 2,100.0 -900.0 0.00 0.00 0.0 1 8.10 729.0 4,260.0 -720.0 2 7.20 1,296.0 6,420.0 -540.0 3 6.30 1,701.0 8,580.0 -360.0 4 5.40 1,944.0 10,740.0 -180.0 5 4.50 2,025.0 12,900.0 0.0 0.43 0.45 2,505.5 6 3.60 1,944.0 15,060.0 180.0 7 2.70 1,701.0 17,220.0 360.0 8 1.80 1,296.0 19,380.0 540.0 9 0.90 729.0 21,540.0 720.0 10 0.00 0.0 23,700.0 900.0 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 16.00 in. / 16.00 in. Effective Grouted Core Width, b' = 16.00 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 591.10 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 155.04 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 814.0 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress; fa = Pu/Ag = 105.74 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.548 in.'2 / 16.00 in. Depth of Compression Block, a = 1.359 in. Cracked Moment of Inertia, Icr = 41.97 in.'4 / 16.00 in. Nominal Moment Capacity, 0Mn = 6,132.5 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 15,120.1 Lb / 16.00 in. 9/4/2014 9:07 AM 7 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 0.9*DL+1*WL REBAR DESIGN 43 Q8 in. o.c. FURNISHED AREA OF STEEL .22 in'2 / 16.00 in. ------P-Delta Results------- Delta Delta Ne. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 9.00 0.0 1,350.0 -112.5 0.00 0.00 0.0 lr 8.10 91.1 2,970.0 -90.0 2 7.20 162.0 4,590.0 -67.5 3 6.30 21.2.6 6,210.0 -45.0 4 5.40 243.0 7,830.0 -22.5 5 4.50 253.1 9,450.0 0.0 0.00 0.00 256.8 6 3.60 243.0 11,070.0 22.5 7 2.70 212.6 12,690.0 45.0 8 1.80 162.0 14,310.0 67.5 9 0.90 91.1 15,930.0 90.0 10 0.00 0.0 17,550.0 112.5 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 16.00 in. / 16.00 in. Effective Grouted Core Width, b, = 16.00 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 591.10 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 155.04 in.A3 / 16.00 in. Cracking Moment, Mcr = fr * S = 814.0 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, - fa = Pu/Ag - = 77.46 psi. - Minimum Area of Steel = 0.085 in.^2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.502 in.'2 / 16.00 in. Depth of Compression Block, a = 1.180 in. Cracked Moment of Inertia, Icr = 41.59 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 5,474.5 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 15,120.1 Lb / 16.00 in. 9/4/2014 9:07 AM 8 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 0.9*DL+1*E REBAR DESIGN #3 Q8 in. o.c. FURNISHED AREA OF STEEL .22 in'2 / 16.00 in. ------P-Delta Results------- � Delta Delta Na. Dist From Mu Pu Vu Service Ultimate Mu - Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 _ 9.00 0.0 1,350.0 -900.0 0.00 0.00 0.0 1 8.10 729.0 2,970.0 -720.0 2 7.20 •1,296.0 4,590.0 -540.0 3 6.30 1,701.0 6,210.0 -360.0 4 5.40 1,944.0 7,830.0 -180.0 5 4.50 2,025.0 9,450.0 0.0 0.42 0.41 2,347.1 6 3.60• 1,944.0 11,070.0 180.0 7 2.70 1,701.0 12,690.0 360.0 8 1.80 1,296.0 14,310.0 540.0 9 0.90 729.0 15,930.0 720.0 10 0.00 0.0 17,550.0 900.0 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 16.00 in. / 16.00 in. Effective Grouted Core Width, b' = 16.00 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 591.10 in.^4 / 16.00 in. Section Modulus, S = 2*Ig/t = 155.04 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 814.0 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa = Pu/Ag = 77.46 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.502 in.'2 / 16.00 in. Depth of Compression Block, a = 1.180 in. ` Cracked Moment of Inertia, Icr = 41.59 in.'4 / 16.00 in. Nominal Moment Capacity, 0Mn = 5,474.5 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 15,120.1 Lb / 16.00 in. 9/4/2014 9:07 AM 9 of 9 - MASONRY WALL ANALYSIS AND DESIGN -------------------------------------------------------------------------------- Job ID 766 ne 96 street miami fl Job Description Guinovart addition Designed By C. Mitchell P.E. -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- DESIGN METHOD ACI 530-11: Ultimate Strength Design MASONRY MATERIAL Hollow Core Concrete Masonry Units MORTAR TYPE Type S MORTAR MATERIAL Portland Cement Lime Mortar BLOCK PLACEMENT Running Bond MASONRY WALL DATA: ------------------------------------ Wall Height = 12.00 ft. Nominal Wall Thickness = 8.00 in. Depth to c.g. Steel, Wall = 3.81 in. Parapet Height = 0.00 ft. Nominal Parapet Thickness = 0.00 in. Depth to c.g. Steel, Parapet = 0.00 in. Design Strip Width = 16.00 in. Main Wall Reinf. Layers = One Layer Wall Grout Spacing = Partially Grouted Support Type at Base = Pinned Support Span Type = Supported Top and Bottom WALL LOADS: ------------------------------------ Wall Weight = 150.00 psf. Floor or Roof Load: Dead = 1,500.0 Lb Live = 200.0 Lb Eccentricity = 0.00 in. ` Additional Vertical Load: Dead = 0.0 Lb Live = 100.0 Lb Eccentricity = 0.00 in. Vertical Distance (y) = 12.00 ft. Equivalent Fluid Pressure = 0.00 pcf. Vertical Distance (x) = 0.00 ft. SEISMIC LOADS: ------------------------------------ Site Class (A to F) = Class A Seismic Use Group = I Short Period Spectral Acceleration, Ss = 0.00 a One Second Spectral Acceleration, S1 = < 0.75 g (Computed) Design Category, = Category A Parapet Component Importance Factor, Ip = 1 Parapet Height/Roof Height Ratio z/h = 0 Veneer Weight = 0.00 psf. Seismic Load on Main Wall* = 20.00 psf. * Minimum Code Required Value Seismic Load on Parapet Wall = 0.00 psf. q 9/4/2014 9:52 AM 1 of 9 WIND LOADS: ------------------------------------ Distance From Load Magnitude Base of Wall (ft) W or H (plf, lb) Start End ---------------------------------------- 1 W 25.00 0.00 9.00 a 3 4 5 Notes: 1. "W" designates a uniform distributed wind load. "H" designates a concentrated horizontal wind load. 2. Horizontal loads are positive to the right. MASONRY DATA: ------------------------------------ Masonry Unit Strength = 1900.00 psi. Masonry Compressive Strength, f'm = 1500.00 psi. Allowable Flexural Stress, Fb = N/A psi. Allowable Shear Stress, Fv = N/A psi. Allowable Tension: No Grout, Ft = N/A psi. Solid Grout, Ft = N/A psi. Modulus of Elasticity, Em = 1,350 ksi. Modular Ratio, Es/Em = n = 21.48 Single Grouted Cell + Web Width = 8.30 in. Nominal Length of Masonry Unit = 16.00 in. Block Face Shell Thickness = 1.25 in. Nominal Minus Actual Thickness = 0.38 in. MATERIAL DATA: ------------------------------------ Steel Yield Strength, Fy = 60.00 ksi. Allowable Steel Stress, Fs = 24.00 ksi. Modulus of Elasticity, Es = 29,000 ksi. REINFORCED WALL DATA: ------------------------------------ Minimum Steel Ratio, As/bt = 0.0007 9/4/2014 2 of 9 GRAPHIC SUMMARY OF MASONRY WALL DATA 11 11 0.❑0'in. 0.00 in. D.L. 0.0 Lb � D.L. 1,500.0 Lb L.L. 100.0 Lb L.L. 200. Lb - Floor / Roof 6.00 12.00 ft. 0.00 12.00 ft. 5.00 9/4/2014 3 of 9 S U M M A R`Y O F R E S U L T S F O R M A I N W A L L ************************************************** DESIGN LOADS: (Based On Statics) -'----------------------------------- Design Moment, Mu = 393.8 ft-lb / 16.00 in. Axial Load, Pu = 3,540.0 Lb / 16.00 in. Load Combination = 1.2*DL+1*LL+1*WL Design Shear, Vu = 140.6 Lb / 16.00 in. Load Combination = 0.9*DL+1*WI, ANALYSIS RESULTS: ------------------------------------ Design Strip Width = 16.00 in. Actual Wall Thickness, t = 7.63 in. Effective Height, h' = 12.00 ft. h'/t Ratio = 18.89 Seismic Force, (ASCE 7-10 12.11.1) Fp = 20.00 plf. / 16.00 in. Minimum Area of Steel, Vertical Reinf. = 0.0854 in.^2 / 16.00 in. Minimum Area of Steel, Horiz. .Reinf. = Not Required Ref. ACI 530-11 1.11 Flexure Reduction Factor, o = 0.90 Shear Reduction Factor, m = 0.80 All. Service Load Deflection, 0.007*h' = 1.01 in. DESIGN RESULTS: ------------------------------------ -------P-Delta ------------------------------------------P-Delta Results-------- � Delta Delta Bar Service Ultimate Mu oMn oVn Bar Spa. Size (in.) (in.) (ft-lb) (ft-lb) (lbs) (in'. o.c.) -------------------------------------------------------------------------------- #3 - 0.01 0.01 - 398.1 2,698.6 - 10,229.3 16.00 #4 0.02 0.02 398.5 2,550.1 7,593.4 32.00 #5 0.02 0.02 399.6 2,353.1 5,755.5 56.00 #6 0.03 0.03 401.2 2,430.5 4,476.5 72.00 #7 0.03 0.03 401.2 2,909.6 4,476.5 72.00 #8 0.03 0.03 401.2 3,443.8 4,476.5 72.00 #9 0.03 0.03 401.2 3,979.9 4,476.5 72.00 Max. vertical bar spacing is 72 inch per ACI 530-11 1.9.6 (commentary) IBC 2012 places no limits on bar spacing so ACI limits are assumed Per ACI 530-11 3.3.3.1, bar size is limited to #8 9/4/2014 4 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1.6*LL REBAR DESIGN #5 @56 in. o.c. FURNISHED AREA OF STEEL .089 in'2 / 16.00 in. ------P-Delta Results------- Delta Delta No. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 12.00 0.0 2,280.0 0.0 0.00 0.00 0.0 1� 10.80 0.0 2,568.0 0.0 2 9.60 0.0 2,856.0 0.0 3 8.40 0.0 3,144.0 0.0 4 7.20 0.0 3,432.0 0.0 5 6.00 0.0 3,720.0 0.0 6 4.80 0.0 4,008.0 0.0 7 3.60 0.0 4,296.0 0.0 8 2.40 0.0 4,584.0 0.0 9 1.20 0.0 4,872.0 0.0 10 0.00 0.0 5,160.0 0.0 0.00 0.00 0.0 WALL AND MATERIAL PROPERTIES: .. ------------------------------------ Effective Flange Width bf = 13.71 in. / 16.00 in. Effective Grouted Core Width, b, = 2.37 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 379.41 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 99.52 in."3 / 16.00 in. Cracking Moment, Mcr = fr * S = 522.5 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------- Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa- = Pu/Ag = 42.30 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.391 in."2 / 16.00 in. Depth of Compression Block, a = 0.636 in. Cracked Moment of Inertia, Icr = 19.48 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 2,745.0 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 5,755.5 Lb / 16.00 in. 9/4/2014 5 'of 9 x DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1*LL+1*WL REBAR DESIGN #5 @56 in. o.c. FURNISHED AREA OF STEEL .089 inA2 / 16.00 in. ------P-Delta Results------- Delta Delta No. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 12.00 0.0 2,100.0 -84.4 0.00 0.00 0.0 1 10.80 101.3 2,388.0 -84.4 2 9.60 202.5 2,676.0 -84.4 3 . 8.40 299.3 2,964.0 -69.4 4 7.20 364.5 3,252.0 -39.4 5 6.00 393 .8 3,540.0 -9.4 0.02 0.02 399.6 6 4.80 387.0 3,828.0 20.6 7 3.60 344.3 4,116.0 50.6 8 2.40 265.5 4,404.0 80.6 9 1.20 150.8 4,692.0 110.6 10 0.00 0.0 4,980.0 140.6 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 13.71 in. / 16.00 in. Effective Grouted Core Width, b' = 2.37 in. / 16.00 in. Depth to c.. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 379.41 in.^4 / 16.00 in. Section Modulus, S = 2*Ig/t = 99.52 in.A3 / 16.00 in. Cracking Moment, Mcr = fr * S = 522.5 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa =- Pu/Ag = 29.02 psi. Minimum Area of Steel = 0.085 in.A2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.370 in.'2 / 16.00 in. Depth of Compression Block, a = 0.538 in. Cracked Moment of Inertia, Icr = 19.42 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 2,353.1 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 5,755.5 Lb / 16.00 in. 9/4/2014 6 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 1.2*DL+1*LL+1*E REBAR DESIGN #5 @56 in. o.c. FURNISHED AREA OF STEEL .089 in'2 / 16.00 in. ------P-Delta Results------- � Delta Delta No. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) --------------------------------------------------------------------------------- 0 12.00 0.0 2,100.0 -120.0 0.00 0.00 0.0 1 10.80 129.6 2,388.0 -96.0 2 9.60 230.4 2,676.0 -72.0 3 8.40 302.4 2,964.0 -48.0 4 7.20 345.6 3,252.0 -24.0 5 6.00 360.0 3,540.0 0.0 0.02 0.02 365.4 6 4.80 345.6 3,828.0 24.0 7 3.60 302.4 4,116.0 48.0 8 2.40 230.4 4,404.0 72.0 9 1.20 129.6 4,692.0 96.0 10 0.00 0.0 4,980.0 120.0 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 13.71 in. / 16.00 in. Effective Grouted Core Width, b, = 2.37 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 379.41 in.'4 / 16.00 in. Section Modulus, S = 2*Ig/t = 99.52 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 522.5 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: -=---------------------------------- Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, fa = Pu/Ag = 29.02 psi. Minimum Area of Steel = 0.085 in.'2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.370 in.'2 / 16.00 in. Depth of Compression Block, a = 0.538 in. Cracked Moment of Inertia, Icr = 19.42 in.A4 / 16.00 in. Nominal Moment Capacity, 0Mn = 2,353.1 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 5,755.5 Lb / 16.00 in. 9/4/2014 7 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 0.9*DL+1*WL REBAR DESIGN #5 @56 in. o.c. FURNISHED AREA OF STEEL .089 in'2 / 16.00 in. ------P-Delta Results------- � Delta Delta N©. . Dist From Mu Pu Vu Service Ultimate Mu - Bot (ft) (ft-lb) (lbs) ` (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 12.00 0.0 1,350.0 -84.4 0.00 0.00 0.0 1� 10.80 101.3 1,566.0 -84.4 2 9.60 202.5 1,782.0 -84.4 3 8.40 299.3 1,998.0 -69.4 4 7.20 364.5 2,214.0 -39.4 5 6.00 393.8 2,430.0 -9.4 0.02 0.02 397.7 6 4.80 387.0 2,646.0 20.6 7 3.60 344.3 2,862.0 50.6 8 2.40 265.5 3,078.0 80.6 9 1.20 150.8 3,294.0 110.6 10 0.00 0.0 3,510.0 140.6 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 13.71 in. / 16.00 in. Effective Grouted Core Width, b, = 2.37 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 379.41 in.A4 / 16.00 in. Section Modulus, S = 2*Ig/t = 99.52 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 522.5 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress,- fa = Pu/Ag = 19.92 psi. Minimum Area of Steel = 0.085 in.A2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.355 in.'2 / 16.00 in. Depth of Compression Block, a = 0.471 in. Cracked Moment of Inertia, Icr = 19.30 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 2,077.7 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 5,755.5 Lb / 16.00 in. 9/4/2014 8 of 9 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION 0.9*DL+1*E REBAR DESIGN #5 @56 in. o.c. FURNISHED AREA OF STEEL .089 in'2 / 16.00 in. ------P-Delta Results------- � Delta Delta N®. Dist From Mu Pu Vu Service Ultimate Mu Bot (ft) (ft-lb) (lbs) (lbs) (in.) (in.) (ft-lb) -------------------------------------------------------------------------------- 0 12.00 0.0 1,350.0 -120.0 0.00 0.00 0.0 1 � 10.80 129.6 1,566.0 -96.0 2 9.60 230.4 1,782.0 -72.0 3 8.40 302.4 1,998.0 -48.0 4 7.20 345.6 2,214.0 -24.0 5 6.00 360.0 2,430.0 0.0 0.02 0.02 363 .7 6 4.80 345.6 2,646.0 24.0 7 3.60 302.4 2,862.0 48.0 8 2.40 230.4 3,078.0 72.0 9 1.20 129.6 3,294.0 96.0 10 0.00 0.0 3,510.0 120.0 WALL AND MATERIAL PROPERTIES: ------------------------------------ Effective Flange Width bf = 13.71 in. / 16.00 in. Effective Grouted Core Width, b' = 2.37 in. / 16.00 in. Depth to c. g. Steel d = 3.81 in. Modulus of Rupture, fr = 63.00 psi. Gross Moment of Inertia, Ig = 379.41 in.^4 / 16.00 in. Section Modulus, S = 2*Ig/t = 99.52 in.'3 / 16.00 in. Cracking Moment, Mcr = fr * S = 522.5 ft-lb / 16.00 in. ANALYSIS RESULTS AT MAXIMUM FORCES: ------------------------------------ Allowable Axial Limit, Fa = 0.20*f'm = 300.00 psi. Axial Stress, - fa = Pu/Ag - = 19.92 psi. - Minimum Area of Steel = 0.085 in.A2 / 16.00 in. Maximum Area of Steel, (ACI 530-11 3.3.2) = 0.355 in.'2 / 16.00 in. Depth of Compression Block, a = 0.471 in. Cracked Moment of Inertia, Icr = 19.30 in.'4 / 16.00 in. Nominal Moment Capacity, oMn = 2,077.7 ft-lb / 16.00 in. Nominal Shear, see ACI-530-11 3.3.4.1.2 = 5,755.5 Lb / 16.00 in. 9/4/2014 9 of 9 Page 1/4 Concrete Beam Design Job; 766 ne 96 street miami fl Designed By: C.Mitchell P.E. Beam ID: BM-1 Checked By: Time: 9/4/2014 C O N C R E T E B E A M D E S I G N Description: 12' span Code ACI (2011) Design Method Ultimate Strength Member Type Beam Cross Section Shape Rectangular Span Data: Main Span Length 12.000 Ft Left End Support Fixed Right End Support Pinned Left Support Width 12.000 In Right Support Width 12.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid-Span 20.000 In Top Width at Mid-Span 8.000 In Material Data: -------------- -------------- f'c 4.000 K/In^2 Flexural Reinforcing fy 60.000 K/In"2 Concrete Density 144.000 Lb/FtA3 Shear Reinforcing fvy 60.000 K/In"2 Concrete Tensile Strength 0.420 K/InA2 Stress Block, Beta 0.850 Design Criteria: Bottom Cover to Stirrup 1.500 In Top Cover to Stirrup 1.500 In _ Side Cover to Stirrup 1.500 In _ Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone N Check Crack Control Provisions Y E C H O O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Main Span # 1 Uniform Load: 2.000 K /Ft Distance to Begin: 0.000 Ft Distance to End: 12.000 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD CO Load Combination Dead Load: 1.400 x Dead Load / Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R AAA Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: -21.000 K -18.000 K -18.000 K -18.000 K -18.000 K Moment Left End: 50.400 K -Ft 43.200 K -Ft 43.200 K -Ft 43.200 K -Ft 43.200 K -Ft Shear Right End: 12.600 K 10.800 K 10.800 K 10.800 K 10.800 K Moment Right End: 0.000 K'-Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -28.350 K -Ft -24.300 K -Ft -24.300 K -Ft -24.300 K -Ft -24.300 K -Ft Located at: 7.500 Ft 7.500 Ft 7.500 Ft 7.500 Ft 7.500 Ft Max Deflection .. 0.024 In 0.024 In 0.024 In 0.024 In 0.024 In Located at: 6.942 Ft 6.942 Ft 6.942 Ft 6.942 Ft 6.942 Ft Dead Part: 0.024 In 0.024 In 0.024 In 0.024 In C 9/4/2014 Page 2/4 Inflection Points: 3.000 Ft 3.000 Ft 3.000 Ft 3.000 Ft 3.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft ,Reaction Left End: -21.000 K -18.000 K -18.000 K -18.000 K -18.000 K Reaction Right End: -12.600 K -10.800 K -10.800 K -10.800 K -10.800 K C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: -18.000 K -13.500 K -13.500 K -18.000 K -18.000 K Moment Left End: 43.200 K -Ft 32.400 K -Ft 32.400 K -Ft 43.200 K -Ft 43.200 K -Ft Shear Right End: 10.800 K 8.100 K 8.100 K 10.800 K 10.800 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -24.300 K -Ft -18.225 K -Ft -18.225 K -Ft -24.300 K -Ft -24.300 K -Ft Located at: 7.500 Ft 7.500 Ft 7.500 Ft 7.500 Ft 7.500 Ft Max Deflection 0.024 In 0.024 In 0.024 In 0.024 In 0.024 In Located at: 6.942 Ft 6.942 Ft 6.942 Ft 6.942 Ft 6.942 Ft Dead Part: 0.024 In 0.024 In 0.024 In 0.024 In 0.024 In Inflection Points: 3.000 Ft 3.000 Ft,- 3.000 Ft 3.000 Ft 3.000" Ft 12.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft Reaction Left End: -18.000 K -13.500 K -13.500 K -18.000 K -18.000 K Reaction Right End: -10.800 K -8.100 K -8.100 K -10.800 K -10.800 K C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load+ 1.000 x L - 1.400 x E + 0.2b0 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E „Shear Left End: -18.000 K -13.500 K -13.500 K Moment Left End: 43.200 K -Ft 32.400 K -Ft 32.400 K -Ft Shear Right End: 10.800 K 8.100 K 8.100 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -24.300 K -Ft -18.225 K -Ft -18.225 K -Ft Located at: 7.500 Ft 7.500 Ft 7.500 Ft Max Deflection 0.024 In 0.024 In 0.024 In Located at: 6.942 Ft 6.942 Ft 6.942 Ft Dead Part: 0.024 In 0.024 In 0.024 In Inflection Points: 3.000 Ft 3.000 Ft 3.000 Ft 12.000 Ft 12.000 Ft 12.000 Ft Reaction Left End: -18.000 K -13.500 K -13.500 K Reaction Right End: -10.800 K -8.100 K -8.100 K S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N Mid-Span Region ---------------- ---------------- Cross-Section Information Total Depth 20.000 In Distance to Centroid As 17.75 In Top Width 8.000 In Distance to Centroid A's 2.25 In For Design Moment, Mu 50.400 K -Ft Required As 0.658 In'2 (p 0.005) Required A's 0.000 In'2 (p 0.000) Provided As 0.880 In^2 (p 0.006) Provided A's 0.000 In''2 (p 0.000) Reduction Factor, Phi 0.90 C 9/4/2014 Page 3/4 Moment Capacity, *Mn 66.446 K -Ft Gross Area 160.000 In"2 Gross Moment of Inertia 5333.333 In"4 Neutral Axis Location 10.00 In N (Es/Ec) 8.04 Modulus, Ec 3606.51 K /In "2 Cracked Moment of Inertia 1481.583 In"4 Neutral Axis Location 15.21 In Cracking Moment 21.082 K -Ft Mid-'Span Region ---------------- ---------------- Cross-Section Information 'Dotal Depth 20.000 In Distance to Centroid As 17.75 In Top Width 8.000 In Distance to Centroid A's 2.25 In For Design Moment, Mu -28.350 K -Ft Required As 0.473 In"2 (p 0.003) Required A's 0.000 In"2 (p 0.000) Provided As 0.880 In"2 (p 0.006) Provided A's 0.000 In"2 (p 0.000) Reduction Factor, Phi 0.90 _Moment Capacity, *Mn -66.446 K -Ft Gross Area 160.000 In"2 Gross Moment of Inertia 5333.333 In"4 Neutral Axis Location 10.00 In N (E5/Ec) 8.04 Modulus, EC 3606.51 K /In "2 Cracked Moment of Inertia 1481.583 In"4 Neutral Axis Location 15.21 In Cracking Moment 21.082 K -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid-Span Region ---------------- ---------------- Design Moment, Mu 50.40 K -Ft As Required 0.658 In"2 As Provided 0.880 In"2 d 17.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 18.30 In At Left Support --------------- --------------- Design Moment, Mu 40.25 K -Ft As Required 0.521 In"2 As Provided 0.880 In"2 d 17.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 18.30 In ***Anchor Bars Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) : 0.00 In At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) : 0.00 In T O P B A R S - M I D S P A N *** NOTE: Negative Moment Extends Across Span *** Design Moment, Mu -28.35 K -Ft As Required 0.473 In"2 As Provided 0.880 In"2 d 17.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 22.20 In M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In"4 - MAIN DEAD 0.024 0.600 OK 4563.78 1 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 2 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 3 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 4 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 C 9/4/2014 Page 4/4 51 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 6 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 7 0.024 0.047 0.600. OK 0.000 0.400 OK 4563.78 8 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 9 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 10 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 11 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 12 0.024 0.047 0.600 OK 0.000 0.400 OK 4563.78 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number ® Spacing Al Number @ Spacing Al In"2 In"2 Spacing starts from face of support .... ® 1.750 In _ ® 1.750 In 7 ® 8.000 In 3 ® 6.000 In Beyond 4.813 Ft From Face None Required Beyond 2.146 Ft From Face None Required Use #3 Stirrups - 2 Vertical Legs C 9/4/2014 Page 1/4 Concrete Beam Design Job:, 766 ne 96 street miami fl Designed By: C.Mitchell P.E. Beam ID: BM-2 Checked By: Time 9/4/2014 C O N C R E T E B E A M D E S I G N Description: 15'-3" Code ACI (2011) Design Method Ultimate Strength Member Type Beam Cross Section Shape Rectangular Span Data: Main Span Length 16.000 Ft Left End Support Fixed Right End Support Pinned Left Support Width 12.000 In Right Support Width 12.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Present Cross Section Data: ------------------- ------------------- Total Depth at Mid-Span 24.000 In Top Width at Mid-Span 8.000 In Material Data: f'c 4.000 K/In"2 Flexural Reinforcing fy 60.000 K/In"2 Concrete Density 144.000 Lb/Ft'3 Shear Reinforcing fvy 60.000 K/In"2 Concrete Tensile Strength 0.420 K/In"2 Stress Block, Beta 0.850 Design Criteria: Bottom Cover to Stirrup 1.500 In Top Cover to Stirrup 1.500 In Side Cover to Stirrup 1.500 In _ Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone N Check Crack Control Provisions Y E C H O O F L 0 A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Main Span # 1 Uniform Load: 2.000 K /Ft Distance to Begin: 0.000 Ft Distance to End: 12.000 Ft C R I T I C A L S H E A R S & M O M E N T S DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 IY 1 Load Combination Dead Load: 1.400 x Dead Load /V Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R / / Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R s� YYYY Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination '# 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R Shear Left End: -25.922 K -22.219 K -22.219 K -22.219 K -22.219 K Moment Left End: 78.750 K -Ft 67.500 K -Ft 67.500 K -Ft 67.500 K -Ft 67.500 K -Ft Shear Right End: 7.678 K 6.581 K 6.581 K 6.581 K 6.581 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -41.240 K -Ft -35.349 K -Ft -35.349 K -Ft -35.349 K -Ft -35.349 K -Ft Located at: 9.258 Ft 9.258 Ft 9.258 Ft 9.258 Ft 9.258 Ft Max Deflection 0.036 In 0.036 In 0.036 In 0.036 In 0.036 In Located at: 8.978 Ft 8.978 Ft 8.978 Ft 8.978 Ft 8.978 Ft Dead Part: 0.036` In 0.036 In 0.036 In 0.036 In C 9/4/2014 Page 2/4 Inflection Points: 3.830 Ft 3.830 Ft 3.830 Ft' 3.830 Ft 3.830 Ft 16.000 Ft 16.000 Ft 16.000 Ft 16.000 Ft 16.000 Ft 1 Reaction Left End:. -25.922 K -22.219 K -22.219 K -22.219 K -22.219 K Reaction Right End: -7.678 K -6.581 K -6.581 K -6.581 K -6.581 K C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W ` Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: -22.219 K -16.664 K -16.664 K -22.219 K -22.219 K Moment Left End: 67.500 K -Ft 50.625 K -Ft 50.625 K -Ft 67.500 K -Ft 67.500 K -Ft Shear Right End: 6.581 K 4.936 K 4.936 K 6.581 K 6.581 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -35.349 K -Ft -26.511 K -Ft -26.511 K -Ft -35.349 K -Ft -35.349 K -Ft Located at: 9.258 Ft 9.258 Ft 9.258 Ft 9.258 Ft 9.258 Ft Max Deflection 0.036 In 0.036 In 0.036 In 0.036 In 0.036 In Located at: 8.978 Ft 8.978 Ft 8.978 Ft 8.978 Ft 8.978 Ft Dead Part: 0.036 In 0.036 In 0.036 In 0.036 In 0.036 In Inflection Points: 3.830 Ft - 3.830 Ft 3.830 Ft 3.830 Ft 3.830 Ft 16.000 Ft 16.000 Ft 16.000 Ft 16.000 Ft 16.000 Ft Reaction Left End: -22.219 K -16.664 K -16.664 K -22.219 K -22.219 K Reaction Right End: -6.581 K -4.936 K -4.936 K -6.581 K -6.581 K C R I T I C A L S H E A R S & M 0 M E N T S LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 1 Load Combination 410: 1.200 x Dead Load + 1.000 x L'- 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E .Shear Left End: -22.219 K -16.664 K -16.664 K Moment Left End: 67.500 K -Ft 50.625 K -Ft 50.625 K -Ft Shear Right End: 6.581 K 4.936 K 4.936 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -35.349 K -Ft -26.511 K -Ft -26.511 K -Ft Located at: 9.258 Ft 9.258 Ft 9.258 Ft Max Deflection 0.036 In 0.036 In 0.036 In Located at: 8.978 Ft 8.978 Ft 8.978 Ft Dead Part: 0.036 In 0.036 In 0.036 In Inflection Points: 3.830 Ft 3.830 Ft 3.830 Ft 16.000 Ft 16.000 Ft 16.000 Ft Reaction Left End: -22.219 K -16.664 K -16.664 K Reaction Right End: -6.581 K -4.936 K -4.936 K S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L D E S I G N Mid-Span Region ---------------- Cross-Section Information Total Depth 24.000 In Distance to Centroid As 21.75 In Top Width 8.000 In Distance to Centroid A's 2.25 In _ For Design Moment, Mu 78.750 K -Ft _ Required As 0.840 In^2 (p 0.005) Required A's 0.000 In"2 (p 0.000) Provided As 0.880 In'2 (p 0.005) Provided A's 0.000 In'2 (p 0.000) Reduction Factor, Phi 0.90 C 9/4/2014 • Page 3/4 'Moment Capacity, *Mn 82.286 K -Ft Gross Area 192.000 In^2 Gross Moment of Inertia 9216.000 In'4 Neutral Axis Location 12.00 In N (Es/Ec) 8.04 Modulus, Ec 3606.51 K /In '2 Cracked Moment of Inertia 2311.483 In^4 Neutral Axis Location 18.62 In Cracking Moment 30.358 K -Ft Mid=Span Region Cr*oss-Section Information Information total Depth 24.000 In Distance to Centroid As 21.75 In Top width 8.000 In Distance to Centroid A's 2.25 In For Design Moment, Mu -41.240 K -Ft Required As 0.580 In'2 (p 0.003) Required A's 0.000 In'2 (p 0.000) Provided As 0.880 InA2 (p 0.005) Provided A's 0.000 -In'2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -82.286 K -Ft Gross Area 192.000 In'2 Gross Moment of Inertia 9216.000 In'4 Neutral Axis Location 12.00 In N (Es/Ec) 8.04 Modulus, Ec 3606.51 K /In '2 Cracked Moment of Inertia 2311.483 In'4 Neutral Axis Location 18.62 In Cracking Moment 30.358 K -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid-Span Region ---------------- ---------------- Design Moment, Mu 78.75 K -Ft As Required 0.840 In'2 As Provided 0.880 In'2 d 21.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 18.30 In At Left Support --------------- --------------- Design Moment, Mu 66.14 K -Ft As Required 0.701 In'2 As Provided 0.880 In'2 d 21.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 18.30 In ***Anchor Bars Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) : 0.00 In At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) : 0.00 In T O P B A R S - M I D S P A N *** NOTE: Negative Moment Extends Across Span *** Design Moment, Mu -41.24 K -Ft As Required 0.580 In'2 As Provided 0.880 In'2 d 21.750 In Bar Size #6 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer 2 Ldl 22.20 In M A X I M U M D E F L E C T I O N S Load Short Long Max Short Max Span Comb Total Total Allow Live Load Allow Ieffective In In In In In In'4 MAIN DEAD 0.036 0.800 OK 7761.21 1 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 2 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 3 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 4 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 C 9/4/2014 Page 4/4 5, 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21- 6 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 7 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 8 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 9 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 10 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 11 0.036 0.071 0.600 OK 0.000 0.533 OK 7761.21 12 0.036 0.071 0.800 OK 0.000 0.533 OK 7761.21 • S H E A R D E S I G N - M A I N S P A N --------------------- Left Side --------------------- ------------------- Right Side --------------------- Number ® Spacing Al Number @ Spacing Al In'2 In^2 Spacing starts from face of support .... 1.750 In None Required 7 0 10.000 In Beyond 5.979 Ft From Face None Required Use #3 Stirrups - 2 Vertical Legs C 9/4/2014 5NOIRs l,,, qi„M Miami Shores Village' Building Department �ORID 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 I (We)have been retained by lJOto perform special inspector services under the Flor' a B ilding Code at the ST:, project on the below listed structures as of (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: Q,14 - 93-4 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) 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 individual(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 EngineerlArc t t �Q Name S C . �Il TC �� (PRINT) p p C, v Address .49S DATE:v Phone No. 3D.S\` 3 3 6 - f Created on 6/10/2009 1 ` MECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 8/13/2014 Project No. 2014-01 Company Name Arcon Engineering Group, Inc. Designed By Charles C. Mitchell Address 1175 N.E. 125th Street Suite 2 Description Addition City Miami Customer Name Guinovart State F1 Proj Location 766 N.E. 96th Street Miami, F1 File Location: C:\Program Files\MECAWind\Marvin-Jackson-Guinovart.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of . 6 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 Damping Ratio (beta) = 0.01 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 = 3 : 12 Slope of Roof(Theta) = 14.00 Deg Ht: Mean Roof Ht = 11.00 ft Type of Roof = Gabled RHt: Ridge Ht = 13.00 ft Eht: Eave Height = 9.50 ft OH: Roof Overhang at Eave= 1.30 ft Roof Area = 4876.00 ft^ 2 Bldg Length Along Ridge = 92.00 ft Bldg Width Across Ridge= 53.00 ft 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 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 = 0.92 Gust2: 0. 925* ( (1+1.7*lzm*3.4*Q) / (1+1.7*3.4*lzm) ) = 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. 63 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 t Net Wind Pressures on Walls (Table 27. 6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 53 ft wall L/B = 1.74 ph: Net Pressure at top of wall (windward + leeward) = 35.00 psf p0: Net Pressure at bottom of wall (windward + leeward) = 35.00 psf ps: Side wall pressure acting uniformly outward = . 61 * ph = 21.48 psf pl: Leeward wall pressure acting uniformly outward = .3 * ph = 10.47 sf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24 .5 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 2 psf GY' �'� MWFRS-Wall Pressures for Wind Normal to 92 ft wall L/B = 0.58 ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20. 90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23. 99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23. 99 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 . .,, Mean roof ht. P;, 8 ", Wind Wall Pressures See Table 27.6-1 PlanPa Elevation Net Wind Pressures on Roof (Table 27.6-2) : Exposure Adjustment Factor = 1.000 Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 -35.37 5.12 2 -24.35 -7.17 3 -36.05 .00 4 -32. 18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. Uh � d #A f Gabled Roof Roof Overhang Loads (Figure 27.6-3) : Load Case 1: Povhl: Overhang pressure for zone 1 = -26.53 psf Povh3: Overhang pressure for zone 3 = -27.03 psf Load Case 2: Povhl: Overhang pressure for zone 1 = 3.84 psf Povh3: Overhang pressure for zone 3 = .00 psf Roof edge pressure from tabu Zones I or 3 ws applicable PI or PI Mot! Direction T T- t, MECAWind Version 2 . 1 . 0 . 6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 8/13/2014 Project No. 2014-01 Company Name Arcon Engineering Group, Inc. Designed By Charles C. Mitchell Address 1175 N.E. 125th Street Suite 2 Description Addition City Miami Customer Name Guinovart State Fl Proj Location 766 N.E. 96th Street Miami, F1 File Location: C:\Program Files\MECAWind\Marvin-Jackson-Guinovart.wnd Ca L-Z_I 3 A_2_1-3 I I I I 'p I I 1 1 R©©f not I I I I I I I I I I 1 I 1 2 ; 1 ; 22; 12 I I 1 I t1 1 I 1 I 5' r 13 3� 2 r3 i WAS a Gable Roof 7 <$tz=45 a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a. Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 4.4 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- WINDOW SH-22 3.10 2.20 6.8 4 1.00 -1.10 40.05 -43.45 WINDOW SH-22 3.10 2.20 6.8 5 1.00 -1.40 40.05 -53.63 WINDOW SH-23 3.10 3.20 9.9 4 1.00 -1.10 40.05 -43.45 WINDOW SH-23 3.10 3.20 9.9 5 1.00 -1.40 40.05 -53.63 WINDOW SH-24 3.10 4.30 13.3 4 0.98 -1.08 39.30 -42.70 WINDOW-SH-24 3.10 4.30 13.3 5 0.98 -1.36 39.30 -52.13 WINDOW 2-SH-24 6.20 4.30 26.7 4 0.92 -1.02 37.50 -40.89 FIXED 2030 2.20 3.20 7.0 5 1.00 -1.40 40.05 -53.63 FIXED 2030 2.20 3.20 7.0 4 1.00 -1.10 40.05 -43.45 CASEMENT-24 3.10 4.30 13.3 5 0.98 -1.36 39.30 -52.13 CASEMENT-24 3.10 4.30 13.3 4 0.98 -1.08 39.30 -42.70 FIXED-26 3.10 6.80 21.1 5 0.94 -1.29 38.11 -49.75 FIXED-26 3.10 6.80 21.1 4 0.94 -1.04 38.11 -41.50 FIXED-22 3.10 2.20 6.8 5 1.00 -1.40 40.05 -53.63 FIXED-22 3.10 2.20 6.8 4 1.00 -1.10 40.05 -43.45 DOOR 3.10 6.80 21.1 4 0.94 -1.04 38.11 -41.50 DOOR 3.10 6.80 21.1 5 0.94 -1.29 38.11 -49.75 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc: .00256*V^2*Khcc*Kht*Kd = 33. 94 psf PERMIT #: 13-SC-1546147 APPLICATION #:AP1151551 STATE OF FLORIDA DEPARTMENT OF HEALTH DATE PAID: ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID: CONSTRUCTION PERMIT RECEIPT #: we " DOCUMENT #: PR946052 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Lisa Guinovart PROPERTY ADDRESS: 766 NE 96 St Miami, FL 33138 LOT: 3,4 BLOCK: 68 SUBDIVISION: Miami Shores Sec 3 PR'UPERTY ID #: 11-3206-014-2070 [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. �TSSUANCE 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 new septic tank CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ J GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 500 ] SQUARE FEET trench confiquration drainf SYSTEM R [ J SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ ] MOUND [ ] I CONFIGURATION: [X] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: FFE 11.20' NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 40.80 ] [ INCHES FT ] [ ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 67.80 ] [ INCHES FT ] [ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 69.60 ] INCHES 1.-Install a 1050 gal min.septic tank with an approved filter. 0 2.-The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance T with s.64E-6.013(3)(f), FAC. H 3.-Install 500 sf of drainfield in trench configuration. 4.-Install 42"of slightly limited soil at the bottom of the drainfield. E 5.-Perimeter of excavation area shall be at least 2wider and longer than the proposed absorption bed or drain trench. (Comments Continued on Page 2.) R SPECIFICATIONS BY: Yude' tin TITLE: APPROVED BY: �Ap� Dade CHD DATE ISSUED: 07/24/2014 EXPIRATION DATE: 01/24/2016 DH 4016, 08/09 (Obsoletes all previous editions which may not be 7 1) i5 rC rF !' FE 4;-m C .-Oil hc; -- t �c'• g Pa e-l.of 3,. .I Incorporated: 64E-6.003, FAC _. .. . v 1.1..4 AP1.151551 j;'"-'SE534454 V DOCUMENT #: PR946052 A ------------------------------------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------ 6.-Invert elevation of drainfield to be no less than 6.0'NGVD. 7.-Bottom of drainfield elevation to be no less than 5.5'NGVD. The system is sized for 3 bedrooms with a maximum occupancy of 6 persons(2 per bedroom),for a total estimated flow of 400 gpd. STATE OF FLORIDA APPLICATION # API 151551 DEPARTMENT OF HEALTH PERMIT # 13-SC-1546147 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DOCUMENT # SE934454 SITE EVALUATION AND SYSTEM SPECIFICATION APPLICANT: Lisa GUInoyart CONTRACTOR / AGENT: Day&Night LOT: 3 44 BLOCK: 68 SUBDIVISION: Miami Shores Sec 3 ID#: 11-3206-014-2070 TOS, BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 0,26 ACRES TOTAL ESTIMATED SEWAGE FLOW: 400 GALLONS PER DAY [ RESIDENCES-TABLET / OTHER-TABLE 2 ] AUTHORIZED SEWAGE FLOW: 650.02 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 800.00 SQFT UNOBSTRUCTED AREA REQUIRED: 750.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: FFE 11.20' NGVD ELEVATION OF PROPOSED SYSTEM SITE 40.80 [ INCHES]/ FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: FT DITCHES/SWALES: FT NORMALLY WET: [ ]YES ( ]NO WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: FT NON-POTABLE: FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 43 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X ]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: FT [ MSL / NGVD ) SITE ELEVATION: 7.80 FT [ MSL / NGVD SOIL PROFILE INFORMATION SITE 1 SOIL PROFILE INFORMATION SITE 2 USDA SOIL SERIES: Urban land USDA SOIL SERIES: Urban land Munsell#/Color Texture Depth Munsell#/Color Texture Depth 1 OYR 5/2 Sandy Loam 0 To 8 10YR 5/2 Sandy Loam 0 To 8 2.5Y 6/3 Sand 8 To 72 10YR 6/3 Sand 8 To 72 OBSERVED WATER TABLE: INCHES [ ABOVE / BELOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ] ESTIMATED WET SEASON WATER TABLE ELEVATION: 51 INCHES [ ABOVE / BELOW ] EXISTING GRADE HIGH WATER TABLE VEGETATION: ( ]YES [X ]NO MOTTLING: [ ]YES [X]NO DEPTH: INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Replacement 4-FS/0.80 DEPTH OF EXCAVATION: 69.6 INCHES DRAINFIELD CONFIGURATION: [X] TRENCH [ ] BED [ ] OTHER (SPECIFY) REMARKS/ADDITIONAL CRITERIA SITE EVALUATED BY: DATE: 06/25/2014 Millan,Jorge(Title:) DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, FAC Page 3 of 4 AP1161551 EID1546147 v 1.0.2 NOTICE OF RIGHTS 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. 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.