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RC-14-564A Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 D SEP 2 4 014 B Y: FBC 2013 BUILDING Master Permit No. V.0 14 —5Co4 PERMIT APPLICATION Sub Permit No. pOBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I2&5 �• 9 5 :7-r Q City: Miami Shores County: Miami Dade Zip: 33 13c Folio/Parcel#: 1) 3206 -0(4 - 4Ozo Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): eovesivr A NiC' 'Fizz 1),J,JCw Phone#074Z. y4 48 Address: i 7.92 •t• Q I T• City: MIAMI 5 State: 1L Zip: 3,/ ,V Tenant/Lessee Name: Phone#: Email: p -0C e 6446-1' i . COM ,,��II .�M CONTRACTOR: Company Name: 1 Cil CQ�..1 r. a r1O__ 1 - '()lip Phone#: C36663- 1902 Address: ?&4 Ote2-rklpiion I City: IA itil I yT(?illyQ!, State: VL Zip: 315I Id, Qualifier Name: rz-OGIIAuD PLASd CIA Phone#:( )) &b3-! 9oZ State Certification or Registration #: Cl('... - 1512700 Certificatef of Competency #: DESIGNER: Architect/Engineer: ,�1.1)4F 1)✓` 'Tt"-4 k DeSIGII.,P Phone#:C O) 5-7(Q' 6‘104 Address: 7.4s -Ar. 37 ✓ City: MIAMI I State: )I✓i. Zip: 75) 51 Value of Work for this Permit: $ 6.7, -5. er,le Square/Linear Footage of Work: 41015& •P• Type of Work: ❑ Addition ❑ Alteration E New ❑ Repair/Replace Description of Work: QF;AD(.l710/a O El Slick iz ,SIogE3C '" A S O co 14.g MotA c $.1v.0 -z 5 Rte 510ektc€ ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ g/ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ 4.1 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence • such posted notice, the inspection will n be approved and a reinspection fee will be charged. Signature OWNER or AGENT Signature r .1 CONTRA • The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this lit - g,5 day of scsr , 20 W - iliS4U46t , who is or me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: by day of 5- I' , 20 14 , by n to V601 d0?Va1V GA -, who is-045�- Wn to as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 2017 *************************** APPROVED BY (Revised02/24/2014) ** Sign: Print: Seal: Plans Examiner Structural Review Oat las n I "'.'o CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 2017 1 ************** Zoning Clerk d A �® CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DDMlYY) 8/5/2014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater FL 33756 CONTACT NAME: PHONE(877)517-3416 FAX NCI:(727)608-1526 E-MAIL ADDRESS: FCIA@frankcrum.com INSURER(S) AFFORDING COVERAGE NAIC # INsuRERAAccident Insurance Company 11573 INSURED Tech Construction Group, Inc. 284 Westward Drive Miami Springs FL 33166 INSURER B : CPP500174802 INSURERC: 5/18/2015 INSURERD: $ 1,000,000 INSURER E : $ 100 000 INSURERF: $ 5,000 CERTIFICATE NUMBER: REVISION NUMBER: vTHIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSR SUBR wvn POLICY NUMBER POUCY EFF (MM/DD/YYYY) POLICY EXP (MM/DDJYYYY) LIMITS A GENERAL X LIABILITY COMMERCIAL GENERAL LIABILITY CPP500174802 5/18/2014 5/18/2015 EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED PREMISES (Ea occurrence) $ 100 000 MED EXP (Any one person) $ 5,000 CLAIMS -MADE 1 X 1 OCCUR PERSONAL & ADV INJURY $ 1 ,000,000 GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY n jR LOC $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS _ SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA UAB EXCESS UAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ $ DED RETENT ON $ WORKERS COMPENSATION AND EMPLOYERS' LIABIUTY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A WC STATU- OTH- TORY UMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, it more space Is required) General Contractor: Carpentry & Roofing Work License #'s CCC1329230, CGC1512700 & CGCO25652 CANCELLATION Miami Shores Village Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Matt Crum/RS ""� ACORD 25 (2010/05) INS025 (2mnnFt m -cu.0 wa.vnv a.vnrvnr...vn. . The At' lRll name and Irwin are ronicfrsrarl marine of Ar(1Rrl RICK SCOTT, GOVERNOR LICENSE NUMBER KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration. date: AUG 31, 2016 PLASENCIA, ROGERIO JF TECH CONSTRUCTION' GROUP IN 284 WESTWARD DRIVE MIAMI SPRINGS ' FL 33166 ISSUED: 08/05/2014 DISPLAY AS REQUIRED BY LAW SEQ # L1408050001840 AC » i 4.... ---"CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDIYYYY) 8/5/2014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy (les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER FRANKCRUM INSURANCE AGENCY, INC. 100 S. MISSOURI AVE. CLEARWATER FL 33756 NAME: CONTACT N PHONE (NC, N Ext): 1-800-277-1620 x4800 FAX No): 727-797-0704 EMAIL AOORES8: INSURER(S) AFFORDING COVERAGE NAIC# INSURER A: FRANK VVINSTON CRUM INSURANCE CO. 11600 INSURED FrankCrum 1-800-277-1620 100 S MISSOURI AVENUE CLEARWATER FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: $ INSURER F: DAMAGE TO RENTED PREMISES (Ea occurrence ) CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INaR LTR TYPE OF INSURANCE ADDL INBR SUBR WM POLICY NUMBER POLICY EFF (MMJDD/YYYY) POLICY EXP (MMAIDIYYYY) LIMITS GENERAL LIABILnY COMMERCIAL GENERAL UABIUTY EACH OCCURRENCE $ DAMAGE TO RENTED PREMISES (Ea occurrence ) $ CLAIMS -MADE OCCUR MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GENII AGGREGATE —IPOUCY LIMIT APPUES PER: nPROJECT F -/LOC PRODUCTS- COMP/OP AGG $ $ AUTOMOBILE LIABILITY ANY AUTO ALL DINNED AUTOS HIRED AUTOS _ SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE UMIT (Ea accident $ BODILY INJURY (Per person) $ _ BODILY INJURY (Per accident $ _ PROPERTY DAMAGE (Per accident) $ $ UMBRELLAlAB l. EXCESS UAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE DED I 1 RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below N/A WC201400000 1/1/2014 1/1/2015 WC STATU- DTH X TORY LIMITS ER E.L. EACH ACCIDENT $1,000,000 E.L DISEASE - EA EMPLOYEE $1,000,000 E.L. DISEASE- POLICY UMIT $1,000,000 DESCRIPTION OF OPERATIONS 1 LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if mom space Is required) EFFECTIVE 08/15/2004, COVERAGE IS FOR 100% OF THE EMPLOYEES OF FRANKCRUM LEASED TO TECH CONSTRUCTION GROUP, INC. (CLIENT) FOR WHOM THE CLIENT IS REPORTING HOURS TO FRANKCRUM. COVERAGE IS NOT EXTENDED TO STATUTORY EMPLOYEES. CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE ATTN: BUILDING DEPARTMENT 10050 NE 2ND AVE. MIAMI SHORES, FL 33138"�d SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD O 1988-2010 ACORD CORPORATION. All rights reserved. 4 003380 'ocal ustne s Ta iar i --Dade Co uflt C5 !SNOT AS I. Do NOT PA' 6199186 BUSINESS NAMW CAT ON TECH CONSTRUCTION GROUP INC' 264Yk ARD? PR i,atA14rSPRINGS EL 33166 RECEIPT NO, EXPIRES RENEWAL SEPTEMBER .30, 2 6463616 Must be displayed at piano of burin 'Pursuant to County Code Chapter SA Art, 9 & 10 LSPECIALTY BUILDING TYPE OF BUSINESS TECH OWNER CONSTRUCTION GROUP INC 1SnCGC15'12700 uUarker(s) 7 iT>ACTOR PAYMENT` RECEIVED BY TAX COLLECTOR $45.00 09/19/2013 TXHS1-13-069671 menf af'17r0 Local Business Taz. The Receipt is not 0 license, Tbis ictal Basi�ss Taz o* the it 1de confirms pay ovarnmertal or permit. or a certifirstion of We beldw s gaal'dicaUons,to civ brei to the buslsto�ply+�nth arty 8 nunlior tegaint ory laws attd retitsiremt nts whio t applk Tia RECEIPTNI). above swathe dispiayedan all coaeniercial vehicles ami -dude Code Sec Ba 2T4. Far mora information, visit y ��•mime uav/taYcoitector MIAMI DAD 6199186 DBA/BUSINESS NAME: TECH CONSTRUCTION GROUP INC BUSINESS LOCATION: 284 WESTWARD DR MIAMI SPRINGS, FL 33166 OWNER/CORP. TECH CONSTRUCTION GROUP INC PHONE # 305-863-1902 284 WESTWARD DR MIAMI SPRINGS, FL 33166 NAICS CODE: 238990 MIAMI-DADE COUNTY - STATE OF FLORIDA LOCAL BUSINESS TAX RENEWAL 2014 - 2015 APPLICATION RECEIPT: 6463616 STATE # CGC1512700 BUS. COMMENCEMENT DATE: 03/01/2008 SEC TYPE OF BUSINESS BLDGS SPECIALTY BUILDING CONTRACTOR 7 N/A October 01, 2014 APPLICATION DETAILS FEE AMOUNT Receipt Fee 30.00 UMSA Fee 0.00 Beacon Council Fee 15.00 Bingo Permit Fee 0.00 Nightclub Permit Fee 0.00 Multi -Municipal Contractor Fee 0.00 Restricted Contractor Fee 0.00 Library Fee 0.00 Transfer Fee 0.00 Doing Business without a License Penalty 0.00 Late Penalty 0.00 Collection Cost 0.00 NSF Fee 0.00 Prior Years Due 0.00 Amount Recently Paid - 45.00 TOTAL AMOUNT DUE: 0.00 If no longer in business, please notify us in writing. Review and correct the information shown on this application. A 25% penalty will be assessed to anyone found operating without a paid local business tax, in addition to any other penalty provided by law or ordinance (Sec 8A-176(2)). A Certificate of Use and/or City Business Tax Receipt may also be required. To pay online go to www.miamidade.aov/taxcollector To pay by mail, make check payable to: Miami -Dade County Tax Collector Business Tax 200 NW 2nd Avenue Miami FL 33128 To pay in person go to: 200 NW 2nd Avenue (305) 270-4949, fax (305) 372-6368 A service fee of not less than $25.00 up to a minimum of 5% will be charged for all returned checks. t RETAIN FOR YOUR RECORDS t MIAMI-DADE COUNTY - STATE OF FLORIDA LOCAL BUSINESS TAX 2014 - 2015 APPLICATION 6199186 BUSINESS LOCATION: 284 WESTWARD DR MIAMI SPRINGS, FL 33166 OWNER/CORP. TECH CONSTRUCTION GROUP INC + DETACH HERE AND RETURN THIS PORTION WITH YOUR PAYMENT + TECH CONSTRUCTION GROUP INC ROGERIO PLASENCIA PRES 284 WESTWARD DR MIAMI SPRINGS, FL 33166 11 11 11 11 i 11 D N/A October 01, 2014 RENEWAL RECEIPT: 6463616 STATE #CGC1512700 BUS. COMMENCEMENT DATE: 03/01/2008 SEC TYPE OF BUSINESS BLDGS SPECIALTY BUILDING CONTRACTOR 7 APPLICATION IS HEREBY MADE FOR A LOCAL BUSINESS TAX RECEIPT OR PERMIT FOR THE BUSINESS PROFESSION OR OCCUPATION DESCRIBED HEREON. I HAVE BEEN INFORMED OF ALL ZONING RESTRICTIONS IMPOSED ON THIS RECEIPT. I SWEAR THAT THE INFORMATION IS TRUE AND CORRECT. SIGNATURE REQUIRED SEE INSTRUCTIONS ABOVE Please pay only one amount. The amounts due after Sept 30th Include penalties per FS 205.053. If Received By Oct 31, 2014 Nov 30, 2014 Dec 31, 2014 Jan 31, 2015 Please Pay $0.00 $0.00 $0.00 $0.00 7000000000000000000000006463616201500000004500000000000006 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-225179 Permit Number: RC -3-14-564 Scheduled Inspection Date: December 19, 2014 Permit Type: Residential Construction Inspection Type: Slab Owner: FREHLING, ROBERT AND NANCY Work Classification: New Inspector: Rodriguez, Jorge Job Address: 1285 NE 95 Street Miami Shores, FL Project: <NONE> Contractor: TECH CONSTRUCTION GROUP INC Phone Number Parcel Number 1132060144020 Phone: (305)863-1902 Building Department Comments NEW 2 STORY RESIDENCE Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-209499. Need block recess anddetails for # 5 8" X12' 0" 12/17/2014 - BY ISMAEL, NEED SPOT SURVEY BEFORE SLAB INSPECTION December 18, 2014 For Inspections please call: (305)762-4949 Page 14 of 36 Termite Fumigation Department Professional Quality Fumigation and Termite Work 104615 Overseas Highway # 2 Key Largo FL 33037 Dade: 305-234-6122 / Monroe: 305-451-1106 Fax: 305-451-1107 Email: byebyetermite(-iibellsouth.net Certificate of Compliance for Termite Protection (As required by Florida Building Code (FBC 181617) Name: STN Builders Telephone: 305-451-6443 Property Address: 1285 NE 95 ST Miami Shores FL 33138. Soil Treatment- 2,200 Sq. Ft. Method of Application: Fan Spray Chemical Used: Up -Star. Concentration: 1% Date of Treatment: 12/12/14 The above property has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Flojida Department of Agriculture and Consumer ervices. Authorized Signature New Construction Subterranean Termite OMB Approval No. 2502-0525 Soil Treatment Record This form is completed by the licensed Pest Control Company Public reporting burden for this collection of information is estimated to average 15 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. This information is mandatory and is required to obtain benefits. HUD may not collect this information, and you are not required to complete this form, unless it displays a currently valid OMB control number. Section 24 CFR 200.926d (b)(3) requires that the sites for HUD insured structures must be free of termite hazards. This information collection requires the builder to certify that an authorized Pest Control Company performed all required treatment for termites, and the builder guarantees the treated area against infestation for one year. Builders, pest control companies, mortgage lenders, homebuyers, and HUD as a record of treatment for specific homes will use the information collected. The information is not considered confidential. All contracts for services are between the Pest Control Operator and builder, unless states otherwise. Section 1: General Information (Treating Company Information) Company Name:TERMITE FUMIGATION DEPARTMENT Company Address: 104615 Overseas Highway #2 City: Key Largo State: FLORIDA Zip: 33037 Company Business: License No. JB 162132 Company Phone No. (305) 234-6122 Section 2: Builder Information Name: STN Builders Section 3: Property Information Location of Structure(s) Treated: 1285 NE 95 ST Miami Shores FL 33138. Phone No: 305-451-6443 Type of Construction (More than one box may be checked) // Slab (Generator) ❑ Basement ❑ Crawl ❑ Other Approximate Depth of Footing: Outside: Inside: 2,200 Sq. Ft. Type of Fill: Section 4: Treatment Information Date(s) of Treatment(s): 12/12/14 Brand Name of Product(s) Used: Up -Star. EPA Registration No. 73748-7 Approximate Final Mix Solution 1% Approximate Size of Treatment Area: Sq.ft. 2,200 Sq.Ft Approximate Total Gallons of Solution Applied: 110 Was treatment completed on exterior? Yes ❑ No Service Agreement Available? Yes ❑ No Linear ft. Linear Ft of Masonry Voids: Note: Some state laws require service agreements to be issued. This form does not preempt state law. Attachments (List) Comments All surfaces of bare timber was treated out side and in side including roof area Name of Applicator(s): Manny Saumell Certification No. (if required by State law) JE205075 The applicator has used a product in accordance wi the product label and state requirements. All treatment materials and methods used comply with state a fe 1 rq'gulations. Authorized Signature Warning: HUD will prosecute false claims and statements. Conviction may result in criminal and/or civil penalties (18 U.S.C. 1001, 1010 1012.31 U.S.C. 3729 3802) Form NPCA-99 may still be used form HUD-NPCA-99-B (04/2003) Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-222934 Permit Number: RC -3-14-564 Scheduled Inspection Date: November 10, 2014 Inspector: Rodriguez, Jorge Owner: FREHLING, ROBERT AND NANCY Job Address: 1285 NE 95 Street Miami Shores, FL Project: <NONE> Contractor: TECH CONSTRUCTION GROUP INC Permit Type: Residential Construction Inspection Type: Tie Beam Work Classification: New Phone Number Parcel Number 1132060144020 Phone: (305)863-1902 Building Department Comments NEW 2 STORY RESIDENCE Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-209503. Clean tops of piles. Meet concrete cover. Supply planks to access center of footings. Need pile logs, and survey ,ge/ s/(x) itee les. 20 �`��/ (e) 45 November 07, 2014 For Inspections please call: (305)762-4949 Page 28 of 35 7450 Griffin Road, #140 Davie, Fl. 33314 Tel: 954-584-6115 Fax: 954-581-2415 E-mail: rcoletto@soilprobe.net Soilprobe Engineering & Testing, Inc. November 4, 2014 J.L.0 Enterprises, Inc. 3320 NW 69th St. Miami, FL 33141 RE: Pile Installation Certification Proposed New Residence 1285 NE 95th St. Miami Shores, FL This is to certify that on October 16, and 17, 2014 a representative of this office monitored the installation of the auger cast piles at the referenced site. A total number of eighty four (84) piles were installed at depths and locations shown in the attached pile installation logs and location sketch. The piles were installed at the location staked in the field by the owner's representative who was responsible for staking out the pile locations. We further certify that our authorized representative observed the piles and their installation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 35 tons (70 kips) as shown in the attached pile logs. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soil ngineering & Testing, Inc. Client Enc. na P.E. 37334 City of Miami Shores, FL Tech Pile logs, Location sketch Engineering is the essence of science and technology 14" AUGER CAST PILES INSTALLATION LOG Page 1 of 5 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 95th Street CITY: Miami Shores, FL Logged By: M Engine Pile ID Auger Time Pene tration (Feet) Theor. Amount of Grout (CY) Pump Strokes Actual Grout Amount (CY) Grout Factor Kips Notes: 10/16/14 1 1 1:50 20 0.80 34 1.36 1.70 70 Start 9:00 2 2 1:20 20 ,,,- 0.80 33 1.32 1.65 70 Adonel 6005; Arrived 8:30 3 3 1:30 20 0.80 31 1.24 1.55 70 9 c.y. 4 4 1:40 20 0.80 33 1.32 1.65 70 5 5 1:30 20 0.80 32 1.28 1.60 70 Stop 9:50 6 6 1:50 20 0.80 34 1.36 1.70 70 Start 10:10 7 7 1:20 20 0.80 32 1.28 1.60 70 Adonel 6007; Arrived 10:06 8 8 1:20 20 0.80 32 1.28 1.60 70 9 c.y. 9 9 1:20 20 0.80 33 1.32 1.65 70 10 10 1:20 20 0.80 32 1.28 1.60 70 11 11 1:20 20 0.80 31 1.24 1.55 70 12 12 1:20 20 0.80 32 1.28 1.60 70 Stop 10:45 13 13 1:30 20 0.80 34 1.36 1.70 70 Start 10:55 14 14 1:20 20 0.80 32 1.28 1.60 70 Arrived 10:45; Adonel 6002 15 15 1:20 20 0.80 34 1.36 1.70 70 9 c.y. 16 16 1:10 20 0.80 34 1.36 1.70 70 17 17 1:00 20 0.80 35 1.40 1.75 70 18 18 1:20 20 0.80 32 1.28 1.60 70 19 19 1:20 20 0.80 34 1.36 1.70 70 20 20 1:20 20 0.80 32 1.28 1.60 48 Stop 11:20 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 95th Street CITY: Miami Shores, FL Logged By: M Engine 14" AUGER CAST PILES INSTALLATION LOG Page 2 of 5 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 956 Street CITY: Miami Shores, FL Logged By: MF Engine Pile ID Auger Time Pene tration (Feet) Theor. Amount of Grout (CY) Pump Strokes Actual Grout Amount (CY) Grout Factor Kips Notes: 10/16/14 1 21 1:10 20 0.80 31 1.24 1.55 70 Start 11:50 2 22 1:00 20 ' 0.80 32 1.28 1.60 70 Adonel 6001; Arrived 11:40 3 23 1:20 20 0.80 34 1.36 1.70 70 9 c.y. 4 24 1:10 20 0.80 33 1.32 1.65 70 5 25 1:10 20 0.80 32 1.28 1.60 70 6 26 1:20 20 0.80 33 1.32 1.65 70 7 27 1:10 20 0.80 31 1.24 1.55 70 8 28 1:20 20 0.80 32 1.28 1.60 70 Stop 12:10 9 29 1:10 20 0.80 33 1.32 1.65 70 Start 12:20 10 30 1:20 20 0.80 31 1.24 1.55 70 Adonel 936; Arrived 11:50 11 31 1:10 20 0.80 32 1.28 1.60 70 9 c.y. 12 32 1:00 20 0.80 30 1.20 1.50 70 13 33 1:20 20 0.80 32 1.28 1.60 70 14 34 1:10 20 0.80 32 1.28 1.60 70 Stop 1:05 15 35 1:20 20 0.80 30 1.20 1.50 70 Start 1:10 16 36 1:20 20 0.80 32 1.28 1.60 70 Adonel 958; Arrived 12:40 17 37 1:20 20 0.80 33 1.32 1.65 70 9 c.y. 18 38 1:10 20 0.80 33 1.32 1.65 70 19 39 1:20 20 0.80 31 1.24 1.55 70 20 40 1:20 20 0.80 32 1.28 1.60 48 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 956 Street CITY: Miami Shores, FL Logged By: MF Engine 14" AUGER CAST PILES INSTALLATION LOG Paye 3 of 5 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence CITY: Miami Shores, FL Tech. 1285 NE 95th Street Engineer Logged By: MF Pile ID Auger Time Pene tration (Feet) Theor. Amount of Grout (CY) Pump Strokes Actual Grout Amount (CY) Grout Factor Kips Notes: 10/16/14 1 41 1:20 20 0.80 33 1.32 1.65 70 2 42 1:10 20 r 0.80 32 1.28 1.60 70 Stop 1:45 3 43 1:20 20 0.80 33 1.32 1.65 70 Start 1:55 4 44 1:20 20 0.80 32 1.28 1.60 70 Adonel Arrived 5 45 1:30 20 0.80 44 1.76 2.20 70 6 46 1:30 20 0.80 36 1.44 1.80 70 7 47 1:20 20 0.80 37 1.48 1.85 70 Stop 2:30 8 9 10 11 12 13 14 15 16 17 18 19 20 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance3 @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence CITY: Miami Shores, FL Tech. 1285 NE 95th Street Engineer Logged By: MF 14" AUGER CAST PILES INSTALLATION LOG Page 5 of 5 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 95th Street CITY: Miami Shores, FL Logged By: MF Engineers,S a Pile ID Auger Time Pene tration (Feet) Theor. Amount of Grout (CY) Pump Strokes Actual Grout Amount (CY) Grout Factor Kips Notes: 10/17/14 1 69 1:10 20 0.80 34 1.46 1.83 70 Adonel 5004; Arrived 11:00 2 70 1:00 20 0.80 35 1.51 1.88 70 3 71 1:20 20 0.80 34 1.46 1.83 70 4 72 1:10 20 0.80 36 1.55 1.94 70 5 73 1:00 20 0.80 35 1.51 1.88 70 Stop 12:20 6 74 1:20 20 0.80 34 1.46 1.83 70 Start 1:25 7 75 1:10 20 0.80 36 1.55 1.94 70 Adonel 917; Arrived 11:50 8 76 1:20 20 0.80 35 1.51 1.88 70 9 77 1:30 20 0.80 34 1.46 1.83 70 10 78 1:20 20 0.80 36 1.55 1.94 70 11 79 1:30 20 0.80 34 1.46 1.83 70 Stop 1:10 12 80 1:20 20 0.80 35 1.51 1.88 . 70 Start 1:20 13 81 1:30 20 0.80 36 1.55 1.94 70 Adonel 3013; Arrived 12:20 14 82 1:40 20 0.80 37 1.59 1.99 70 15 83 1:20 20 0.80 35 1.51 1.88 70 Stop 2:00 16 84 1:29 20 0.80 34 1.46 1.83 70 17 18 19 20 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 5#5's w/ #3ties @ 6" top 15' and balance @ 12" o/c full length 5000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed New Residence Tech. 1285 NE 95th Street CITY: Miami Shores, FL Logged By: MF Engineers,S a OW t. -s KIR vsn 09:9/93 mai ansl ]3N3QIS321 ONFIH32U n-9t9,�. .00:0. anumemmm�uam9 ,a°s�.^� ,' m.a9emmw99m1 • ..-� v.9tvrm.v..9mm �,: ","� :ennmm em .:14 a avc9mniramn..m9 ItNAtl1, WO 000/0010909001 °et,s.°..9.,,.n1u9. maim ,99,9 NVId NOI1VONfOd aooliaNnoao _ maOM 99009 0 �,„, ..99=1.,,e1a, MUMS. 111 MN. 31111 net UMW.. 900900. 13311H311V SIHV1ln3NOO IX I snw H18ON 09,19 901.01 NVid NOIIJ dNnod ,°?JO01d QNnoel.3 68 r ,ervawlvii lde0 m�raedel.V ille/gatgrda, uo w 1 uffi111u!H, I x ,. Ilmll➢n utua<. .Aman. nal p1I1 ,,- f. 3 manlcn IIILN, nn1! _nimurIIIIIA nn i! Illl:lui� '..IUMIMINtlf. I WW1% r► t e -j10 t deo 0111 .0 Ului,,uu19mH4u, IWO dal 900 03 1,0 9 00011. HOP rdu, 0001.9 SS ..a TOL 290, lett,�l ITai Fw:sal- num, (III1.I..masa. _IPJI!llIIIhh0l,.13121-lt itidIMlhhI1W:1101.I:111E J , 9 �a1 U -1-s MMUS 191 /1090111. m 90.100 00.1091 1ax ware. ore IvnantOoVA9.19 W1i9T1N3a.A {ci✓-uz`.s, e..etl LLH9nm"" l®i '9.411991 9.4t.n,„r°401.1. ,.,11,°»71 10.9./.90 11.011.73Y 9109 091.1....31133 VottY0 • 91.9'9 �a air xa n9991°.9,90 9112M9111 1.011011900.11911.9.1091101.04101 rsml.o..lwnvwrn 19m9+mu p119•99..1 991 t av 990 ww nom.. Imam n.uoi•aw`�"'Prnuai91911.1114 1191909 aSOM w WOW/ mu mau. 9 wmmsa°9111.909.10.0°Ann0.anna"• 10.911.1140.1191011.198.11.00.1991 a.'n910.1910...911179191•901.3310.1 ttirdoli v7et��iltt 910.a9111epL IMAM /01229.1.um 0.011> loaa1 awad mmtlal Ma Sy ^x� xxc�x xc x� <a zc xcc:� ®I usd°: aot'.mlfl ► NOTICE OF RODENT EXTERMINATION USA Pest Control P.O. Box 570134 Miami, FL 33257 (305) 378-2522 1285 NE 95 St. Miami Shores, FL 33138 USA Pest Control hereby confirms:that all structures scheduled for demolition and all excavation materials are certified by our licensed pest control operator as "rodent free" 1 certify that the above property is "rodent free" as of 'St -CR -1V1 (Date of final inspection for rodent Infestation.) r^.. lii----- -�-N Au orized Signature Date Field Activity r CCBPROD Home Menu I History (Main' Field Activity eps j Characteristics/Remarks '1 Miscellaneous is Log Page 1 of 1 Preferences Help I You are logged in as Addys Lafargue Save Clear I 15. I Refresh RESIDENTIAL WATER ONLY, On-line User, REMOVE METER (FIELD), Pending, Scheduled Field Activity Field Activity ID 09-22-2014 12:OOAM Service Point ID ti 9269283536 Activity Type :REMOVE Schedule Date/Time Field Activity Status I Field Activity Priority 11 Dispatch Group Field Order ID =;] External ID Instructions Comments Additional Info FA Actions RESIDENTIAL WATER ONLY/Meter Read Cycle 06/1311/1285 NE 95TH ST, FL, 33138-2549, Residence REMOVE METER (FIELD) Created on 09-19-2014 12:19PM by user E217202. 09-22-2014 / 12:OOAM Pending Priority 30 Eligible for Dispatch r! Field Work Integration (FWI) via Field Work PIP No Field Order Information ................................. 2d37313933353837323137333035 Intermediate Status PLS REMOVE MTR PDG DEMOLITION ON PREMISE ACCT ALREADY DM. Complete Cancel ■ Field Activity - RESIDENTIAL WATER ONLY, On-line User, REMOVE ME I ER (FIELD), Pending, Scheduled 09-22-2014 12:OOAM x https://ccbprod.miamidade.gov/splicis.jsp 9/19/2014 " ,811rZ014 '1046 ; • - ; • . • : ." 7.; • k • 6 !", " , • t•t#V1, ,.i• port irptimpliile •tot:1 Si, • • ;„.14 • 14.1 tz• -4.. to ; ' 5- , : 4..,55,1,•4' 1..., V ,'.,;#;" `.‘i ;' 4 1; 40 04..44• '•• t— i• • i" • , ' e't„ - .• ;„,,, :•.: • , 28kwestwardAriv!.,.; • . . . , . ;',•'74Altinii SOrtrigia; Ft; Z31,56; ,',., z,,•,,J -. -4 „, ,,, ..... 01 ; • ' •":•••/' 4C.'" ';—ii '• •,..:" ''''' ri • Lii ,. ,t. ! ; ;'iiii: i .:, i,.: ro„ 0 • • :.•. - ....,...., ., ., -; .. . ... • e .,,,,i -.. '.• ....: . : , ft 0 pos. sad bilim IWO ii: ' 1285 NE Wrest, tedferpi Shotfox- ', , . -, !.. : • . ,. .,, . Q : 4 4 `.' . • . i ` ... .. i' " ? 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You can t1� fkia fated iiifortha#on on; ssotpF.* 74444tinig -.t...heit*pblitk:at www,cans-ansliiiitxr,o4. .5A t5, - • •, , „ o ••• .1. „F Uki Ist havt,,any actditionatquitsticirs- concerning- me. • • • • • 3857,.ektensiOn .77247. r k • f, ,.$11teraly- . a# ; • C.00 9 57: • ' • ' ti, ; *". • ' 0.• • • ik;,.;.t-i;;,„" -'.; ; ; ' • ti4 . • • 41 -',-:''','2.-'•,',feisusife0a . ..• : , ' '• ,• -•'-,f.' : ' . ; '-',.-'' '.','Prip.arsiO)i•::Itlairide ii, N . , , • . Territory -Manager : .. -. ...-,.- , • . „ - - , , -• ‘ ...,,. North'Mlarni Division,- • • • . i ' ..4 • . t . , . • - • ;" , . =.=° , • • . • PEOPLES GAS • 15779 W Dixie Hwy NORTH MbikIVII, Ft. 33102 . . *AN EQUAL OPPORTUNITY COMPANI' - • . • • ‘•• 1 :it • . . °' FAX • 34540-3864 • . . ' A • OrT-P1-4/WWWV.TECODIEFON,COM ••• • • 4 FPL September 22, 2014 Tech Construction Group, Inc. 284 Westward Drive Miami Springs, FL 33166 Tel. (305) 863-1902 Dear Tech Construction Group, Inc. RE: Demolition Request for 1285 NE 95th St, Miami Shores, FL 33138 Pursuant to your request, this serves to inform you that FPL has removed facilities to the aforementioned address. We have removed the service and meter from the structure. However, before demolishing the structure, you should have the premises checked by a qualified individual to ensure that electricity is not being supplied to the structure from any other possible source(s). Demolition maybe done but, please be aware that FPL would not be responsible should it become necessary to remove extra facilities either under normal maintenance or emergency work. This letter does not mean that FPL gives up any rights to be within any utility easement that might be located on the premises. In addition, no other structure should be built within the utility easement, should one exist, unless additional easements are provided. Please be aware that there might be buried facilities within the easement on the said property, should one exist. FORTY-EIGHT (48) HOURS BEFORE YOU DIG, CALL 1-800-432-4770 FOR LOCATIONS. Should you have any further questions please feel free to contact me at 305-770-7937. Respectfully, Juan Sayol, Associate Engineer Customer Project Manager North Dade Service Center MINCH RONIWEiliffik RRRWRRf` h 2513 Island Drim e Miramar. Florida 33023 Phone 954 962-7804 Fax 954962-3375 September 18, 2014 Mr. Carlos Sanabria Tech Construction Group, Inc. 284 Westward Drive Miami Springs, Florida 33166 Re: Closure Report for the Asbestos Abatement within the Residential Building located at 1285 NE 95th Street, Miami Shores, Florida (Sitech Project # 1696001). Dear Mr. Sanabria: Sitech Environmental Corp. (Sitech) is pleased to have been of assistance to you regarding the above referenced asbestos abatement project. The work was performed in general accordance with all Occupational Safety and Health Administration (OSHA), U.S. Environmental Protection Agency (EPA), State and local regulations and standards. Specifically there was compliance with OSHA asbestos regulations 29 CFR 1910.1001 and 29 CFR 1926.1101 and the EPA asbestos regulation 40 CFR 61, Subpart M. The abatement project included the removal of the following category I non -friable asbestos -containing materials: approximately 2 square feet of window caulking, approximately 10 square feet of sink undercoating and approximately 125 square feet of HVAC duct mastic within the site. Sitech in collaboration with Florida Licensed Asbestos Contractor Anders Environmental Group, Inc. (Anders) conducted the asbestos abatement project on September 17, 2014. The abatement was conducted in accordance with the findings and recommendations of the Dynatech Engineering Corporation (Dynatech) asbestos report. Dynatech conducted the clearance inspection and air monitoring on September 18, 2014 for the abatement project. The Dynatech representative indicated that the work area met the clearance criteria. Dynatech will provide a separate report with their findings. Please find attached a copy of the courtesy notification that was submitted to the Department of Environmental Resource Management (DERM) for the abatement of asbestos containing materials (ACM). The notification was submitted to DERM via e-mail on September 16, 2014. We hope that you are satisfied with our performance on this project and look forward to working with you in the near future. Please do not hesitate to contact us if you have any questions or comments regarding our services. Sincerely, Sitech Environmental Corporation Winston Radhay Senior Project Manager Attachment: DERM Courtesy Notification MA"1 Florida Department o Environmental Protection Division of Air Resource Management r,- MAMMAL* Ei • M ami•Dade DER.4 .A.r Quah,‘ man.v:om«n. Di.iainn 7111 :.1C. Li 1 u 1 r1, .qth F,rrov Miam,Flondl 11 NOTICE OF DEMOLITION OR ASBESTOS RENOVATION TYPE OF NOTICE (CHECK ONE ONLY)• = ORIGINAL = REVISED = CANCELLATION COURTESY TYPE OF PROJECT (CHECK ONE ONLY) n DEMOLITION ED RENOVATION = ROOFING IF DEMOLITION, WAS IT AN ORDERED DEMOLITION? = YES = NO IF RENOVATION: File # IS IT AN EMERGENCY RENOVATION OPERATION? n YES 1=1 NO IS IT A PLANNED RENOVATION OPERATION? E3 YES n NO Process # I. Facility Name Residential Building (House) Address 1285 NE 95th Street City Miami Shores State FL Site House Zip 33138 County MIAMI-DADE Consultant Inspecting Site Dynatech Engineering Building Size 5,023 (Square Feet) # of Floors 2 Age in Years 74 Prior Use: =School/College/University =Residence nSmall Business nOther Present Uns: =School/College/University =Residence J Small Business nOther Vacant Building II. Facility Owner Robert 86 Nancy Frehling Phone Address 1285 NE 95 Street City Miami Shores III. Contractor's Name Anders Environmental Group, Inc. Address 2660 NW 15th Court, Unit 102 City Pompano Beach State F'L Zip 33138 Phone (954) 347-8726 Office (954)974-7169 State FL Is the contractor exempt from licensure under section 469.004(7), F.S.? =YES Zip 33069 -?=NO FL LICENSE No CJC056711 IV. Scheduled Dates: (Notice must be postmarked 10 working days before the project start date) Asbestos Removal (mm/dd/yy) Start: 9/17/2014 Finish 9/18/2014 Demo/Renovation Start V. Description of planned demolition or renovation work to be performed and methodsto be employed, including demolition or renovation techniques to be used and description of affected facility components. Procedures to be Used (Check All That Apply): VI. Finish ✓r.' Stnp and Remove Glove Bag Buldozer Wrecking Ball Wet Method Dry Method Explode Bum Down OTHER: n____�..�_ •__ u_______..__. r.•w .. __ VII. Asbestos Waste Transporter. Name e lean Notr Anders Environmental Group, Inc. Address 2660 NW 15th Court, Unit 102 City Pompano Beach VIII. Waste Disposal Site: Name Central Sanitary Landfill Address 3000 NW 48th Street City Pompano Beach IX. Phone: (954) 347-8726 Office (954)974-7169 State PL Zip 33069 Class: I State FL Zip 33073 RACM or ACM: Procedure, including analytical methods, employed to detect the presence of RACM and Category I an II nonfriable ACM. Phase Contrast Microscopy Amount of RACM or ACM* square feet surfacing material linear feet pipe cubic feet of RACM off facility components square feet non -friable floor mastic 2 square feet window caulking 10 square feet sink undercoating 125 square feet HVAC duct mastic square feet of wall mastic behind mirrors *Identify and describe surfacing material and other materials as applicable: I certify that the above information is corredind that an individual trained in the provisions ot this regulation (40 CFR Part 61, Subpart M) will be on-site during the demolition or renovation and evidence that the required training has been accomplished by this person will be available for inspection during normal business hours. Winston Radhay (Pont Name ot Owner / Operator) 9/16/2014 (954) 347-8726 (Signature of Owner/Operator) (Date) (Contact Phone Number) DEP USE ONLY Postmark/Date Received ID# GEOTECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS DYNA1'EcH ENC;INEERINC; CORP. Miami, September 19, 2014 Mr. Carlos Sanabria TECH CONSTRUCTION GROUP, INC. 284 Westward Drive Miami Springs, FL 33166 Re: Two Story Residential Home @ 1285 NE 95th Street Miami Shores, FL Dear Mr. Sanabria: TESTING LABORATORIES DRILLING SERVICES INSPECTION SERVICES ROOFING Pursuant to your request, DYNATECH ENGINEERING CORP. performed Final Air Clearance Sampling and Analysis on September 18, 2014. Pursuant to the rmoval of window caulking from two windows (1 SqFt), black coating from 1 kitchen sink (10 SqFt) and black mastic from A/C duct (125 SqFt) from the above reference project. Air samples were taken on 25 mm. diameter mixed cellulose ester filter with 0.8 micron diameter pores, using high volume pumps. Pumps were calibrated using primary standards prior to each use. Air samples analysis consisted on phase contrast microscopy (PCM) according to NIOSH 7400 Method. P.C.M. Air results were less than 0.01 F/CC and in compliance with NESHAP regulation. It has been a pleasure serving you at this phase of your project and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Asbestos Consultant Number EA 0000045 Asbestos Business No. ZA 0000045 WN/PB 750 West 84th Street, Hialeah, FL 33014-3618•Phone: (305) 828-7499•Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.netwww.DynatechEngineering.com 1 DYNATECH ENGINEERING CORP. 750 W. 84th Street, Hialeah, FL 33014 Phone (305) 828-7499 AIR MONITORING REPORT PCM Date Sampled: Client Address Project Address September 18, 2014 TECH CONSTRUCTION GROUP, INC. 284 Westward Drive, Miami Springs, FL 33166 Final Air Clearance @ 1285 NE 95th Street, Miami Shores, FL Sample No/Type LOCATION AND DESCRIPTION Date Analyzed Average Count Time (min) Volume (L) F/CC 01 Inside work area: 2"d Floor 09-18-14 1 2/100 120 1200 0.0008 02 Inside work area: rd Floor 09-18-14 5/100 120 1200 0.002 03 Inside work area: 1St Floor 09-18-14 4/100 120 1200 0.0016 04 Inside work area: 1St Floor 09-18-14 2/100 120 1200 0.0008 05 Lab Blank 09-18-14 0/100 N/A N/A 0.0000 06 Field Blank 09-18-14 0/100 N/A N/A 0.0000 N/A: Not applicable Field Technician: PB Microscope Date: Phase contract Microscopy PCM Olympus, Phase Contract, Model CH2 Analyzed By: SB NIOSH 582E 750 West 84t" Street, Hialeah, FL 33014-3618•Phone: (305) 828-7499•Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.netwww.DynatechEngineering.com 2 US STRUCTURAL DESI CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami T. 305.512.5860 F. 305.512.5861 www.optimussd.com GN LLC Lakes, FL 33016 � c i v -shy PROJECT Ft2.—l-(--L 1 f4C ARCHITECT: PERMIT DATE: CONT REPORT # PAGE OF INSPECTION Rid -INSPECTION LOCATIONS ITEMS SITE VISIT COMMENTS REMEDIAL F-0 1-1-0 w – rt,g p7 c b. _may' Tv/fp-5s1/4- c ur ct7&SIb ire-. OTHER 2 sT ?,Coes S lG-7-,1ra . 7'o 7 111,411 '__r -4716 ,,, 3 t.. ., ' f -.. Fat,i- Go 2 /oats crr >.��t - A1A-/.. rJ 2crs111. REMARKS: RESULTS _ APP REJ. N/A PRESENT: PERFORMED BY: LSV u 4k RECEIVED BY: COMPANY: iiiii.�f lflw ../ML-I.• MIR:A MOW \ .!'.\__MUM//iJ DYNATECH ENGINEERING CORP. Geotechnical, Environmental, Testing Labs. 750 W. 84 STREET PHONE: (305) 828-7499 HIALEAH, FL 33014 FAX: (305) 828-9598 GEOTECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS DYNATECH ENGINEERING CORP, Miami, September 9, 2014 Mr. Carlos Sanabria TECH CONSTRUCTION GROUP, INC. 284 Westward Drive Miami Springs, FL 33166 Re: Property @ 1285 North East 95th Street Miami Shores, FL Dear Mr. Sanabria: TESTING LABORATORIES DRILLING SERVICES INSPECTION SERVICES ROOFING Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) conducted an Asbestos Building Survey on September 4, 2014 at the above referenced project. The purpose of our inspection was to secure bulk samples for analysis to determine the presence of Asbestos Containing Building Materials. The scope of our inspection covered the following areas: Building at the above referenced project. (see attached plan) Based on our laboratory analysis; it was evident that asbestos fibers were found in the following secured bulk samples: Category I Non -Friable Material: 1- Peach window caulking was found in the north east area (2) windows with 1-2% chrysotile fibers sample #'s 17 and 18. 2- Black coating under sink was found in the south area from pool with 4-5% chrysotile fibers sample #'s 25 and 26. 3- Black mastic over silver fiberglass A/C duct was found in the 2nd floor attic with 9-10% chrysotile fibers sample # 53, 54 and 55. 4- Black A/C duct mastic under brown paint over metal duct was found in the SE area exterior of building with 5-7% chrysotile fibers sample #'s 73, 74 and 75. Window caulking, black coating under sink and black A/C duct mastic are considered Category I Non -Friable material this material is presently in good condition and does not need to be removed; however; in the event of renovation; where the floor tile and mastics will be disturbed and removed, all work should be conducted by a Florida Licensed Asbestos Abatement Contractors under full supervision of a Florida Licensed Asbestos Consultant and in compliance with Federal, State and Local regulations. 750 West 84th Street, Hialeah, FL 33014 -3618 -Phone: (305) 828-7499•Fax: (305) 828-9598 E-mail: Dynatech@bellsouth.net•www.DynatechEngineering.com Page No. 2 1285 North East 95th Street, Miami Shores, FL This report is designed to aid the building Owner, Architect, Construction Manager, General Contractors, and Potential Asbestos Abatement Contractors in locating ASBESTOS CONTAINED MATERIALS. Under no circumstances is this report to be utilized as a proposal or a project specification document. Approximate amounts of Asbestos Containing Building Material (ACBM) are estimates only and the not to be used for bidding estimates or pricing. Owners and abatement contractors must familiarize themselves with site condition prior to bidding. This inspection report is the results of a customary search of the facility for asbestos containing building materials (A.C.B.M.). This survey was destructive in order to expose potential hidden materials. We do not claim to have identified all of the asbestos containing building material present in the facility. If in the course of a renovation or demolition activity, suspect materials become exposed, (ie: inside walls and hidden conditions etc.) all activities should immediately cease and the suspect material brought to our attention for evaluation and recommendation. Dynatech Engineering Corporation (DEC), will not be responsible for these conditions. When implementing the response actions, parties responsible for final selection should remember that actions shall be sufficient to protect HUMAN HEALTH AND THE ENVIRONMENT, but may also be the least burdensome method. Nothing in these recommendations should be construed as PROHIBITING or discouraging removal. It has been a pleasure serving you at this phase of your project and look forward to do so in the near future. Sincerely yours, 1S3 Wissam aamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Asbestos Consultant Number EA 0000045 Asbestos Business No. ZA 0000045 Certificate of Authorization No. CA 5491 \11, till STATE ATE oic * • AL Fen090 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No LOCATION DESCRIPTION Approximate Amount F NF Condition Potential for Damage ANALYSIS 1 1st level interior wall Core sample plaster over drywall walls Throughout X G/L NAD 2 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 3 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 4 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 5 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 6 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 7 1St level interior wall Core sample plaster over drywall walls N/A X G/L NAD 8 1St level interior wall Ceramic tiles and grout walls 500 ft2 X G/L NAD 9 1St level interior wall Ceramic tiles and grout walls N/A X G/L NAD 10 1St level interior wall Ceramic tiles and grout walls N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damage G = Good L =Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F NF Condition Potential for Damage ANALYSIS 11 1St level interior wall White caulking around doors 2 ft2 X G/L NAD 12 l't level interior wall White caulking around doors N/A X G/L NAD 13 1St level interior wall White caulking around doors N/A X G/L NAD 14 1St level interior wall White caulking around windows 1 ft2 X G/L NAD 15 1St level interior wall White caulking around windows N/A X G/L NAD 16 1St level interior wall White caulking around windows N/A X G/L NAD 17 1St level interior wall Peach caulking around windows 1 ft2 X G/L Caulking = 1-2% chry 18 PI level interior wall Peach caulking around windows N/A X G/L Caulking = 1-2% chry 19 1St level interior ceiling Core sample plaster over drywall ceiling 1500 ft2 X G/L NAD 20 1St level interior ceiling Core sample plaster over drywall ceiling N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damaee G = Good L = Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 aampie i ype: iiUlK gam les Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F N F Condition Potential for Damage ANALYSIS 21 1St level interior ceiling Core sample plaster over drywall ceiling N/A X G/L NAD 22 1 st level interior ceiling Core sample plaster over drywall ceiling N/A X G/L NAD 23 1St level interior sink White coating under kitchen sink 10 ft2 X G/L NAD 24 1St level interior sink White coating under kitchen sink N/A X G/L NAD 25 1St level interior sink Black coating under sink 10 ft2 X G/L Black coating = 4-5% chry 26 1st level interior sink Black coating under sink N/A X G/L Black coating = 4-5% chry 27 1St level interior floor Wood floors 700 ft2 X G/L NAD 28 1St level interior floor Wood floors N/A X G/L NAD 29 1St level interior floor Ceramic tiles and grout floor 500 ft2 X G/L NAD 30 1St level interior floor Ceramic tiles and grout floor N/A X G/L NAD F = Friable Condition NF = Non Friable G = Good NAD = No Asbestos Detected D = Damaged CHRY = Chrysotile S = Significantly Damaged Potential For Damage L = Low M = Medium H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F N F Condition Potential for Damage ANALYSIS 31 1St level interior floor Red tiles and grout floor 300 ft2 X G/L NAD 32 1St level interior floor Red tiles and grout floor N/A X G/L NAD 33 1St level interior floor Gray concrete slab floor 300 ft2 X G/L NAD 34 1St level interior floor Gray concrete slab floor N/A X G/L NAD 35 2nd level interior wall Core sample plaster over drywall walls 1800 ft2 X G/L NAD 36 2nd level interior wall Core sample plaster over drywall walls N/A X G/L NAD 37 2nd level interior wall Core sample plaster over drywall walls N/A X G/L NAD 38 2nd level interior wall Ceramic tiles and grout walls 300 ft2 X G/L NAD 39 2nd level interior wall Ceramic tiles and grout walls N/A X G/L NAD 40 2nd level interior wall Ceramic tiles and grout walls N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damage G = Good L = Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate pAmount F N Condition Potential for Damage g ANALYSIS 41 2"d level interior wall White caulking around doors 1 ft2 X G/L NAD 42 2nd level interior wall White caulking around doors N/A X G/L NAD 43 2"d level interior wall White caulking around windows 1 ft2 X G/L NAD 44 211d level interior wall White caulking around windows N/A X G/L NAD 45 2nd level interior ceiling Core sample plaster over drywall ceiling 900 ft2 X G/L NAD 46 2"d level interior ceiling Core sample plaster over drywall ceiling N/A X G/L NAD 47 2"d level interior ceiling Core sample plaster over drywall ceiling N/A X G/L NAD 48 2"d level interior ceiling White A/C duct mastic over fiberglass 10 ft2 X G/L NAD 49 2"d level interior ceiling White A/C duct mastic over fiberglass N/A X G/L NAD 50 2"d level interior ceiling White A/C duct mastic over fiberglass N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition G = Good D = Damaged S = Significantly Damaged Potential For Damage L = Low M = Medium H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F N F Condition Potential for Damage ANALYSIS 51 2nd level interior ceiling White insulation inside attic 900 ft2 X G/L NAD 52 2nd level interior ceiling White insulation inside attic N/A X G/L NAD 53 2nd level interior ceiling Black mastic over silver fiberglass A/C duct 100 ft2 X G/L Black mastic = 9-10% chry 54 2"d level interior ceiling Black mastic over silver fiberglass A/C duct N/A X G/L Black mastic =9-10% chry 55 2"d level interior ceiling Black mastic over silver fiberglass A/C duct N/A X G/L Black mastic = 9-10% chry 56 2"d level interior floor Wood floor 600 ft2 X G/L NAD 57 2nd level interior floor Wood floor N/A X G/L NAD 58 2"d level interior floor Wood floor N/A X G/L NAD 59 2"d level interior floor Ceramic tiles and grout over wood floor 300 ft2 X G/L NAD 60 2nd level interior floor Ceramic tiles and grout over wood floor N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damaee G = Good L = Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION A roximate Pp Amount F N F Condition Potential for Damage ANALYSIS 61 Exterior wall Plaster over concrete block and mortar walls 3500 ft2 X G/L NAD 62 Exterior wall Plaster over concrete block and mortar walls N/A X G/L NAD 63 Exterior wall Plaster over concrete block and mortar walls N/A X G/L NAD 64 Exterior wall Plaster over concrete block and mortar walls N/A X G/L NAD 65 Exterior wall Plaster over concrete block and mortar walls N/A X G/L NAD 66 Exterior wall White caulking around doors 2 ft2 X G/L NAD 67 Exterior wall White caulking around doors N/A X G/L NAD 68 Exterior wall White caulking around windows 2 ft2 X G/L NAD 69 Exterior wall White caulking around windows N/A X G/L NAD 70 Exterior wall White caulking around windows N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damaee G = Good L = Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 Sample Type: Bulk Samples Analysis: P.L.M./D.S. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F N F Condition Potential for Damage ANALYSIS 71 Exterior wall Red fire block and mortar walls 200 ft2 X G/L NAD 72 Exterior wall Red fire block and mortar walls N/A X G/L NAD 73 Exterior wall Brown paint over black mastic over metal A/C duct 25 ft2 X G/L Black mastic = 5-7% chry 74 Exterior wall Brown paint over black mastic over metal A/C duct N/A X G/L Black mastic = 5-7% chry 75 Exterior wall Brown paint over black mastic over metal A/C duct N/A X G/L Black mastic = 5-7% chry 76 Exterior floor Terrazzo floor 900 ft2 X G/L NAD 77 Exterior floor Terrazzo floor N/A X G/L NAD 78 Exterior floor Terrazzo floor N/A X G/L NAD 79 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over black paper over wood 2000 ft2 X G/L NAD 80 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over black paper over wood N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition Potential For Damage G = Good L = Low D = Damaged M = Medium S = Significantly Damaged H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos No. # 09132004 DYNATECH ENGINEERING CORP. ASBESTOS SAMPLING REPORT 750 West 84th Street, Hialeah, FL 33014 Date : September 4, 2014 Client : TECH CONSTRUCTION GROUP, INC. Project : Property @- 1285 -95th Street, Miami Shores, FL Surveyor No.: 09132004 loampiG 1ypL. iJulil L.714111 1G3 I Uauala• 1 .L.111./L.I7. SAMPLE No. LOCATION DESCRIPTION Approximate Amount F N F Condition Potential for Damage ANALYSIS 81 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over black paper over wood N/A X G/L NAD 82 Exterior roof Mineral sheeting over black paper over wood 1300 ft2 X G/L NAD 83 Exterior roof Mineral sheeting over black paper over wood N/A X G/L NAD 84 Exterior roof Mineral sheeting over black paper over wood N/A X G/L NAD 85 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over metal drip edge 300 ft2 X G/L NAD 86 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over metal drip edge N/A X G/L NAD 87 Exterior roof Concrete roof tiles over mineral sheeting over black mastic over metal drip edge N/A X G/L NAD 88 Exterior roof Black mastic around exhaust fan 10 ft2 X G/L NAD 89 Exterior roof Black mastic around exhaust fan N/A X G/L NAD 90 Exterior roof Black mastic around exhaust fan N/A X G/L NAD 91 Exterior roof White coating over black mastic around vent stack 5 ft2 X G/L NAD 92 Exterior roof White coating over black mastic around vent stack N/A X G/L NAD 93 Exterior roof White coating over black mastic around vent stack N/A X G/L NAD F = Friable NF = Non Friable NAD = No Asbestos Detected CHRY = Chrysotile Condition G = Good D = Damaged S = Significantly Damaged Potential For Damase L=Low M = Medium H = High DYNATECH ENGINEERING CORP. Analyzed by: Premnath Boodoosing McCrone Research Institute Microscopical Identification of Asbestos N. 73 74 75 62 09 30 06 25 78 26 77 - 76 71 67 72 fs • 08 O1 27 11 68 66 63 69 ist LEVEL 0 Identifies asbestos containing material was found in sample collected. DYNATECH ENGINEERING CORP. CLIENT: TECH CONSTRUCTION GROUP, INC. SCALE: NTS: x PROJECT: PROPERTY @ 1285 N. E. 95th STREET MIAMI SHORES, FL DATE: 09-09-2914 56 S3 35 41 N. znd LEVEL 0 Identifies asbestos containing material was found in sample collected. DYNATECH ENGINEERING CORP. CLIENT: TECH CONSTRUCTION GROUP, INC. SCALE: NTS: x PROJECT: PROPERTY @ 1285 N. E. 95th STREET MIAMI SHORES, FL DATE: 09-09-2014 N. ROOF DYNATECH ENGINEERING CORP. CLIENT: TECH CONSTRUCTION GROUP, INC. SCALE: NTS: x PROJECT: PROPERTY @ 1285 N. E. 95th STREET MIAMI SHORES, FL DATE: 09-G9-2014 T C G 1 FREHLING RESIDENCE - ITEMS UNDER SEPARATE PERMIT Division 1 General Requirements cost Item Total Original Div Total TOTAL DIV 1 -UNDER MASTER PERMIT $ - Division 2 Site construction cost Item Total Original Div Total $ 56,100.00 Site Irrigation $5,200.00 $5,200.00 Septic System $13,700.00 $13,700.00 Driveway / Approach $7,500.00 $7,500.00 Le calaiaej---• $22-,e80:80 $22;068: 0' Site Walls & Fences $7,700.00 $7,700.00 /Qa,a TOTAL DIV 2 $ Division 3 Concrete cost Item Total Original Div Total TOTAL DIV 3 -UNDER MASTER PERMIT $ - Division 5 Metals cost Item Total Original Div Total TOTAL DIV 5 -UNDER MASTER PERMIT $ - Division 6 Wood and Plastics cost Item Total Original Div Total TOTAL DIV 6 -UNDER MASTER PERMIT $ - Division 7 Thermal and Moisture Protection cost Item Total Original Div Total $ 37,000.00 Standing Seam Metal Roof $32,000.00 $32,000.00 Insulation $3,500.00 $3,500.00 5, d s J Window and Door Waterproofing $1,500.00 $1,500.00 3,7 irs o TOTAL DIV 7 $ 3000:08 - Division 8 Doors and Windows cost Item Total Original Div Total $ 28,000.00 Windows & Doors - PGT & Storefront Total $28,000.00 $28,000.00 TOTAL DIV 8 $ 28,000.00 Division 9 Finishes cost Item Total Original Div Total TOTAL DIV 9 -UNDER MASTER PERMIT $ - Division 10 Specialties cost Item Total Original Div Total TOTAL DIV 10 -UNDER MASTER PERMIT $ - Division 11 Equipment cost Item Total Original Div Total TOTAL DIV 11 -UNDER MASTER PERMIT $ - 284 Westward Drive, Miami Springs, FL 33166 T: 305 863 1902 F: 305 863 1 709 w ww,techconstructiongroup.com T C G 1 284 Westward Drive, Miami Springs, FL 33166 T: 305 863 1902 F: 305 863 1709 w ww,techconstructiongroup.com Division 13 Special Construction cost Item Total Original Div Total $ 39,190.00 Swimming Pool $26,000.00 $26,000.00 Pool Piles/Foundations $9,000.00 $9,000.00 Pool Protection Allowance $1,140.00 $1,140.00 Pool Heater $2,300.00 $2,300.00 Salt system $750.00 $750.00 TOTAL DIV 13 $ 39,190.00 Division 14 Conveying Systems cost Item Total Original Div Total TOTAL DIV 14 -UNDER MASTER PERMIT $ - Division 15 Mechanical cost Item Total Original Div Total $ 52,700.00 Plumbing Work Total $35,000.00 $35,000.00 Plumbing Fixtures $9,200.00 $9,200.00 Air Handling / Distribution $8,500.00 $8,500.00 TOTAL DIV 15 $ 52,700.00 Division 16 Electrical cost Item Total Original Div Total $ 55,500.00 Electrical $32,000.00 $32,000.00 Emergency Generator & Transfer Switch $12,500.00 $12,500.00 Low Voltage -General $11,000.00 $11,000.00 TOTAL DIV 16 $ 55,500.00 Division Total $ b;D.tit} Overhead/ Profit Under master Permit Contingency/ Insurance $ - Grand Total $ 268,490.00 284 Westward Drive, Miami Springs, FL 33166 T: 305 863 1902 F: 305 863 1709 w ww,techconstructiongroup.com Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: £C/ -OS° Structural Critique Sheet Page 1 of 1 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf 1 1 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com INSPECTION 1 --rRE-INSPECTION LOCATIONS 1 1 SITE VISIT ITEMS COMMENTS sJfl PROJECT F ARCHITECT: PERMIT # REPORT # DATE: 2/2q/ PAGE OF CONTRACTO : REMEDIAL 1 1 OTHER -- LCoi/ 7 GA -4 Cp hi L F1-44-wn ki 6. 0 /12 r Ws- 67 es I t)G- 1-vvrit-4_ — pLy frv-x) s b94 cc -ev ri.i-o-1.4 G1,1- M -67 -7A -L tz---1-M-vii/N 6 OU S -r I RESULTS APP REJ. N/A REMARKS: PRESENT: PERFORMED BY: 64 141 Azh RECEIVED BY: COMPANY: Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-228760 Permit Number: RC -3-14-564 Scheduled Inspection Date: May 18, 2015 Permit Type: Residential Construction Inspection Type: Columns Owner: FREHLING, ROBERT AND NANCY Work Classification: New Inspector: Rodriguez, Jorge Job Address: 1285 NE 95 Street Miami Shores, FL Project: <NONE> Contractor: TECH CONSTRUCTION GROUP INC Phone Number Parcel Number 1132060144020 Phone: (305)863-1902 Building Department Comments NEW 2 STORY RESIDENCE Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-228692. Need shoring plans and report by Eng of record 01v ti -110,41 0 tizty. May 18, 2015 For Inspections please call: (305)762-4949 Page 5 of 28 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861. E-mail: optimussd@bellsouth.uet . . • ■ INSPECTION ■ . . n ■ . RE -INSPECTION SITE VISIT PROJECT: f gFftL1 NG �t siiStt; ARCHITECT: COMMENTS AND INSTRUCTIONS PERMIT #: REPORT#: DATE: 5 /I 4 f l r PAGE_OF Feli .©w 1' I Toms CONTRACTOR: ?'c . 1YA (ZCOX r, lat/ev 0 i REMEDIAL • ■ . OTHER . oriE NaRESULTS:;:' REMARKS: - LOCATIONS ITEMS COMMENTS AND INSTRUCTIONS APPROVED .,OT'' REJECTED PLICALLE Feli .©w 1' I Toms ?'c . 1YA (ZCOX r, lat/ev 0 i j k' L4g 1..:(0,4101":& 1 .;. . r ,. CZ _ ^ 4-- -,- REMARKS: P}tESENT: PERFORMED BY: RECEIVED BY: M© (ft ' i b TA 0-/oF- COMPANY: STUDIO A ENGINEERING PAUL PINEDA, S.E., P.E. 61808 FLORIDA SPECIAL INSPECTOR 7026221 THRESHOLD INSPECTIONS 10770 NW 66 St - #401 Miami, Florida 33178 Tel.: (305) 640 9850 Ph/Fax: (305) 640 3067 Location of Project: Contractor: Inspection Conducted by: Weather Conditions: Temperature: Report # 1 City of Miami Shores Threshold Building Inspection Report FREHLING RESIDENCE 1285 NE 85 St Miami Shores , FL 33138 TECH CONSTRUCTION GROUP PAUL PINEDA/P. MALAVET SUNNY 78°F V-3-0/ Precipitation: None STRUCTURAL: Shoring Inspection of: Second Floor Level — Pour #1 Approved. Inspector's Signature: PAUL PINEDA, P.E. 61808 FLORIDA SPECIAL INSPECTOR 7026221 Date: 03-30-15 SCOPE OF INSPECTION This inspection is made on the basis of what is readily accessible and visible. No attempt was made to uncover, remove or expose hidden areas. This report does not constitute a guarantee of any kind. It is only an inspection report of the current and existing conditions of the property inspected. Studio A Engineering or any of its representatives will be liable for the findings or lack of the findings of this inspection report. This report is not an attempt to bid on any of the areas needing repairs and or replacement. Liability of this report is limited to the cost of the inspection report. This inspection report is the professional opinion of the individual conducting the inspection. Future function of any of the elements inspected is not guaranteed in any way by this report. Acceptance of this report shall constitute agreement of these conditions. In our opinion, the subject property is generally in fair condition, based on the above noted comments, and assuming that normal and proper construction methods and/or updates or repairs were employed where hidden. This assumes that recommendations or comments made in this report are properly performed, repaired or checked by qualified and/or licensed contractors. If you have any questions or need further assistance, please write us. Due to the condition of the subject property a detailed list of deficiencies and /or needed repairs are beyond the scope of this inspection, and as such are considered part of the regular necessary Contractor's Safety Training Program and follow OSHA rules for shoring and ACI -347. The guard railings are not completed at this time. Contractor has to follow OSHA rules for guard railings installation and supervision. This inspection can only determine the visual physical and operational conditions of this property on the day of the inspection (03/30/15). This report is the expressed opinion of this company only and does not bind any party to make any repairs or replacements. This report can only include visible elements and conditions, and does not purport to cover inaccessible areas or hidden damages. This report does not intend to replace, supersede, or include the contents of a formal disclosure statement, and it is recommended that a property disclosure statement be obtained for your information This inspection report is an instrument of professional service and is the property of Studio A Engineering and is intended for the customer's sole use and information. Any reproduction of this report, or use by other parties without prior written permission is prohibited. C'O E$ CERTIFICATE OF LIABILITY INSURANCE 4 DATE (M YI� 01/13/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POUCIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy (les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater, FL 33756 CONTACT NAME: PHONE (A/C, No, Ext): 1-800-277-1620 x4800 FAX (NC, No): (727) 797-0704 E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAICS INSURER A: Frank Winston Crum Insurance Co. 11600 INSURED FrankCrum L/C/F Tech Construction Group, Inc. dba Tech Construction Group 100 South Missouri Avenue Clearwater, FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: $ INSURER F: DAMAGE TO RENTED PREMISES (Ea occurrence) COVERAGES CERTIFICATE NUMBER: 308502 B 2 THIS IS TO CERTIFY THAT THE POUCIES OF INSURANCE LISTED BELOW HAVE BEEN SSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTp TYPE OF INSURANCE INSRD SUBR POLICY NUMBER POLICY EFF (MWDD/YYYY) POLICY EXP (MM/DDM'YY) LIMBS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ DAMAGE TO RENTED PREMISES (Ea occurrence) $ CLAIMS -MADE OCCUR MED EXP (Any one person) $ PERSONAL B ADV INJURY $ GENERAL AGGREGATE $ GEN'L -I AGGREGATE LIMIT APPLIES PER: ^ POLICY I I PROJECT 71LOC PRODUCTS-COMP/OP AGG $ $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS - SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea $ accident) BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ - PROPERTY DAMAGE (Per accident) $ UMBRELLA UAB_ EXCESS LIAR OCCUR CLAIMS -MADE EACH OCURRENCE $ AGGREGATE $ DED RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) It yes, describe under DESCRIPTION OF OPERATIONS below Y/NLIMITS N/A WC201600000 01/01/2016 01/01/2017 X WC STATUTORY OTH- ER E.L. EACH ACCIDENT $1.000,000 E.L DISEASE -EA EMPLOYEE $1,000,000 E.L. DISEASE -POLICY LIMIT $1.000.000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks, Schedule, H more space Is required) Effective 08/15/2004, coverage is for 100% of the employees of FrankCrum leased to Tech Construction Group, Inc. dba Tech Construction Group (Client) for whom the client is reporting hours to FrankCrum. Coverage is not extended to statutory employees. Re: Frehiling, 1285 NE 95th Street, Miami Shores, FL 33138 CERTIFICATE HOLDER CANCELLATION City of Miami Shores 10050 NE 2nd Ave Miami Shores, FL 33138-2304 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REP ENTATIVE ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD © 1988-2010 ACORD CORPORATION. All rights reserved. Te mite *Fumigation 7-°Z/-LC•Of Department Professional Quality Fumigation and Termite Work 104615 Overseas Highway # 2 Key Largo FL 33037 Dade: 305-234-6122 / Monroe: 305-451-1106 Fax: 305-451-1107 Email: byebvetermite@bellsouth.net Certificate of Compliance for Terrnite Protection (As required by Florida Building Code (FBC181617) Name: STN Builders Telephone: 305-451-6443 Property Address: 1285 NE 95 ST Miami Shores FL 33138. Soil Treatment- 2,200 Sq. Ft. Method of Application: Fan Spray Chemical Used: Up -Star. Concentration: 1% Date of Treatment: 12/30/15 The above property has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Servi Aut orized Si d_n .. ture New Construction Subterranean Termite OMB Approval No. 2502-0525 Soil Treatment Record This form is completed by the licensed Pest Control Company Public reporting burden for this collection of information is estimated to average 15 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. This information is mandatory and is required to obtain benefits. HUD may not collect this information, and you are not required to complete this form, unless it displays a currently valid OMB control number. Section 24 CFR 200.926d (b)(3) requires that the sites for HUD insured structures must be free of termite hazards. This information collection requires the builder to certify that an authorized Pest Control Company performed all required treatment for termites, and the builder guarantees the treated area against infestation for one year. Builders, pest control companies, mortgage lenders, homebuyers, and HUD as a record of treatment for specific homes will use the information collected. The information is not considered confidential. All contracts for services are between the Pest Control Operator and builder, unless states otherwise. Section l: General Information (Treating Company Information) Company Name:TERMITE FUMIGATION DEPARTMENT Company Address: 104615 Overseas Highway #2 City: Key Largo State: FLORIDA Zip: 33037 Company Business: License No. JB 162132 Company Phone No. (305) 234-6122 Section 2: Builder Information Name: STN Builders Section 3: Property Information Phone No: 305-451-6443 Location of Structure(s) Treated: 1285 NE 95 ST Miami Shores FL 33138. Type of Construction (More than one box may be checked) ®Slab (Generator) ❑ Basement ❑ Crawl Approximate Depth of Footing: Outside: Inside: 2,200 Sq. Ft. Type of Fill: ❑ Other Section 4: Treatment Information Date(s) of Treatment(s): 12/30/15 Brand Name of Product(s) Used: Up -Star. EPA Registration No. 73748-7 Approximate Final Mix Solution 1% Approximate Size of Treatment Area: Sq.ft. 2,200 Sq.Ft Approximate Total Gallons of Solution Applied: 110 Was treatment completed on exterior? ® Yes ❑ No Service Agreement Available? Yes ❑ No Linear ft. Linear Ft of Masonry Voids: Note: Some state laws require service agreements to be issued. This form does not preempt state law. Attachments (List) Comments All surfaces of bare timber was treated out side and in side including roof area Name of Applicator(s): Manny Saumell Certification No. (if required by State law) JE205075 The applicator has used a product in .. ccordancwith the product label and state requirements. All treatment materials and methods used comply with state and federau . ions. Authorized Signature Warning: HUD will prosecute false claims and statem Form NPCA-99 may still be used Conviction may result in criminal and/or civil penalties (18 U.S.C. 1001, 1010,1012; 31 U.S.C. 3729, 3802) form HUD-NPCA-99-B (04/2003) US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com PROJECT FI -a14 Lt Kt 6 gesitEweit ARCHITECT: PERMIT # REPORT # DATE: 12'/zq 1 i5 PAGE OF CONTRACTOR: INSPECTION [(RE -INSPECTION LOCATIONS REMARKS: SITE VISIT ITEMS COMMENTS REMEDIAL L -L c- -u r w 00 wo k-1 ; c &Ia-A-D 7e efirL,...b IM Ykcuity c oiv ciorp ..A-1 Yl v7.... OTHER RESULTS APP REJ. N/A PRESENT: ( `. i RFORMED BY: f�- RECEIVED BY: COMPANY: T C G 1 FREHLING RESIDENCE - MASTER PERMIT ITEMS Division 1 General Requirements cost Item Total Original Div Total $ 37,000.00 Supervision $20,000.00 $20,000.00 General Labor $12,000.00 $12,000.00 Cleaning $1,000.00 $1,000.00 Trash/Debri Removal $1,500.00 $1,500.00 Temporary Utilities $500.00 $500.00 Equipment Rental $2,000.00 $2,000.00 TOTAL DIV 1 $ 37,000 Division 2 Site construction cost Item Total Original Div Total Demolition $20,000.00 $20,000.00 Lip. --era ��---�. Z -I v50.40 1-1-1 013-N TOTAL(IV 2 -UNDER SEPARATE PERMIT $ `"( Division 3 Concrete cosi Item Total Original Div Total $ 237,600.00 Foundations -Piles $33,600.00 $33,600.00 Concrete - Shell $204,000.00 $204,000.00 TOTAL DIV 3 $ 237,600.00 Division 5 Metals cost Item Total Original Div Total $ 21,845.00 Railings $18,800.00 $18,800.00 Flood Vents/Louvers $3,045.00 $3,045.00 TOTAL DIV 5 $ 21,845.00 Division 6 Wood and Plastics cost Item Total Original Div Total $ 73,400.00 Finish Carpentry $1,000.00 $1,000.00 Wood Stair $3,800.00 $3,800.00 Engineering $1,000.00 $1,000.00 Wood Trusses/Joists $23,100.00 $23,100.00 Cabinetry/Countertops $32,500.00 $32,500.00 Vanities Top $12,000.00 $12,000.00 TOTAL DIV 6 $ 73,400.00 Division 7 Thermal and Moisture Protection cost Item Total Original Div Total TOTAL DIV 7 -UNDER SEPARATE PERMIT $ Toles St), Division 8 Doors and Windows cost Item Total Original Div Total $ 23,850.00 Interior Wood Doors / Frames $13,500.00 $13,500.00 Motorized Gate $2,200.00 $2,200.00 Finish Door Hardware Total $1,650.00 $1,650.00 Entry Door $6,500.00 $6,500.00 TOTAL DIV 8 $ 237850-.00- (7 r3oo. c.)-3 284 Westward Drive. Miami Springs. FL 33166 T: 305 863 1902 F: 305 863 1709 ww.techconstructiongroup.com T C G 1 284 westward Drive, Miami Springs, FL 33166 is 305 863 1902 F: 305 863 1709 w ww,techconstructiongroup.com Division 9 Finishes cost Item Total Original Div Total $ 118,900.00 Framing Total $9,500.00 $9,500.00 Drywall & Drywall Finish Total $13,500.00 $13,500.00 Exterior Stucco $11,200.00 $11,200.00 Framing and Substrate for Stucco $2,500.00 $2,500.00 Stone Cladding $2,500.00 $2,500.00 Painting Total $22,000.00 $22,000.00 Ceilings $15,200.00 $15,200.00 Tile - Bathroom $7,500.00 $7,500.00 Finish Floors $35,000.00 $35,000.00 TOTAL DIV 9 $ 118,900.00 Division 10 Specialties cost Item Total Original Div Total $ 2,500.00 Shower Enclosures/Mirrors $2,500.00 $2,500.00 TOTAL DIV 10 $ 2,500.00 Division 11 Equipment cost Item Total Original Div Total $15,000.00 Appliances - Allowance Kitchen and Laundry $15,000.00 $15,000.00 TOTAL DIV 11 $ 15,000.00 Division 13 Special Construction cost Item Total Original Div Total Residential Elevator $27,000.00 $27,000.00 TOTAL DIV 13 -UNDER SEPARATE PERMIT $27,000.00 Division 14 Conveying Systems cost Item Total Original Div Total TOTAL DIV 14 -UNDER SEPARATE PERMIT $ - Division 15 Mechanical cost Item Total Original Div Total TOTAL DIV 15 -UNDER SEPARATE PERMIT $ - Division 16 Electrical cost Item Total Original Div Total TOTAL DIV 16 -UNDER SEEPERATE PERMIT $ - Division Total,: -' .� 51 S Overhead/ Profit $ 60,000.00 Contingency/ Insurance $ Grand Total $ tt' C i S=am 284 westward Drive, Miami Springs, FL 33166 is 305 863 1902 F: 305 863 1709 w ww,techconstructiongroup.com STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: .Nancy Frehling PERMIT #: 13 -SC -1546860 APPLICATION #:AP1151974 DATE PAID: FEE PAID: RECEIPT #' DOCUMENT #: PR944773 PROPERTY ADDRESS: 1285 NE 95 St Miami, FL 33138 LOT: 33 to 35 BLOCK: 84 sUBDiVISION: Miami Shores Sec 3 PROPERTY ID #: 11-3206-014-4020 [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 [ A [ N [ 1,200 ] GALLONS / GPD ] GALLONS / GPD Septic tank N/A ] GALLONS GREASE INTERCEPTOR CAPACITY K [ ] GALLONS DOSING TANK CAPACITY D R A I N F I E L D 0 T H E R CAPACITY CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] [ 767 ] SQUARE FEET bed configuration SYSTEM [ ] SQUARE FEET TYPE SYSTEM: [x] STANDARD CONFIGURATION: [ ] TRENCH LOCATION OF BENCHMARK: N/A SYSTEM [ ] FILLED [] MOUND [ ] [x] BED [ ] CL NE 95 st., 5.71' NGVD ELEVATION OF PROPOSED SYSTEM SITE BOTTOM OF DRAINFIELD TO BE FILL REQUIRED: [ 0.00] INCHES [ 13.50 ] [ I 8.50 ] [ INCHES (/ FT ] [ ABOVE /BELOW]BENCHMARK/REFERENCE POINT BENCHMARK/REFERENCE POINT INCHES / FT ] [ABOVE/ BELOW EXCAVATION REQUIRED: [ 32.00] INCHES *Invert elevation of drainfield to be no less than 5.50' NGVD. *Bottom of drainfield elevation to be no less than 5.00' NGVD. *Install 10" of slightly limited soil under the bottom of drainfipld. -Perimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absorption bed or drain trench. The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 460 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: DH 4016, 08/09 Incorporated: TITLE: TITLE: Master Septic Tank Contractor (Obsoletes all previous editions which may not be used) 64E-6.003, Tie contrlacctorr (or designee) is reqr .perform a soil borring'adlacent to the drainfielcexcavation at the time of final inspection. Prior to Final Approval, the DON inspector shall witness the soil boring and compare the results to the original site evaluation submitted. A reinspection fee will be assessed if the contractor is not at the jobsite at the arranged time. Dade CHD EXPIRATION DATE: 01/11/2016 SE933316 Page 1 of 3 APPLICANT: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATION Nancy Frehling APPLICATION # AP1151974 PERMIT # 13 -SC -1546860 DOCUMENT # SE933316 CONTRACTOR / AGENT: Mr C LOT : 33 to 35 BLOCK: 84 SUBDIVISION: Miami Shores Sec 3 ID#: 11-3206-014-4020 TO 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 TOTAL ESTIMATED SEWAGE FLOW: 460 GALLONS PER DAY AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 0,48 ACRES RESIDENCES-TABLE1 1000.00 GALLONS PER DAY [ 1500 GPD/ACRE OR 1150.00 SQFT UNOBSTRUCTED AREA REQUIRED: BENCHMARK/REFERENCE POINT LOCATION: CL NE 95 st., 5.71' NGVD ELEVATION OF PROPOSED SYSTEM SITE / OTHER -TABLE 2 ] 2500 GPD/ACRE 1150.00 SQFT 13.50 [ 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 WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: BUILDING FOUNDATIONS: 34 FT PROPERTY LINES: 10 FT SITE SUBJECT TO FREQUENT FLOODING? 10 YEAR FLOOD ELEVATION FOR SITE: SOIL PROFILE INFORMATION SITE 1 NORMALLY WET: [ ]YES [ ]NO FT NON -POTABLE: FT POTABLE WATER LINES: 10 FT [ ]YES [XJNO 10 YEAR FLOODING? [ ]YES [X]NO] FT[ MSL / ] SITE ELEVATION: 6.90 FT [ MSL / USDA SOIL SERIES: Urban land Munsell #/Color Texture Depth 10YR 5/1 Sand O To 11 10YR 6/3 Fractured Rock 11 To 28 10YR 7/2 Sand 28 To 72 32 To 72 OBSERVED WATER TABLE: ESTIMATED WET SEASON WATER TABLE HIGH WATER TABLE VEGETATION: INCHES NGVD SOIL PROFILE INFORMATION SITE 2 NGVD USDA SOIL SERIES: Munsell #/Color Urban land Texture Depth 10YR 5/1 Sand 0 To 12 10YR 6/3 Fractured Rock 12 To 32 10YR 7/2 Sand 32 To 72 [ ABOVE / BELOW ] EXISTING GRADE TYPE: 46 INCHES [ ABOVE / [ ]YES [X ]N0 MOTTLING: [ ]YES [X]NO ELEVATION: BELOW [ PERCHED / ] EXISTING GRADE DEPTH: INCHES APPARENT ] SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Replacement4-FS/0.60 DEPTH OF EXCAVATION: 32 INCHES DRAINFIELD CONFIGURATION: [ ] TRENCH IX] BED [ ] OTHER (SPECIFY) REMARKS/ADDITIONAL CRITERIA SITE EVALUATED BY: DATE: 06/29/2014 Solomon, Teresa (Title: Master Septic Tank Contractor) (Statewide Septic Connections Inc. DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, FAC Page 3 of 4 AP1151974 E1D1546860 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. US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com Reiti.s• CALCULATIONS FREHLING RESIDENCE LOCATED AT: 1285 NE 95TH STREET MIAMI SHORES, FL 3313 :f • . • • • • • • • !•t••• • • 041 • • •••• • • • • • •• • speedy . 0°1' Permit Expediters Inc. 305-527-6282 susan @speedypermit, com March 18, 2014 Tanya Homleid P.E. PE#61706 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com Table of Contents: Load analysis 2 Wind calculations 3 Roof trusses connectors 7 Roof beams 13 Second floor ledger 23 Storage roof framing 28 Roof trusses overhangs 33 Second floor beams 36 Cantilever roof at pool deck X63 • • • Framing for elevator opening . 75. • • • Canopy slabs I6 • • • ▪ • • •••• Balcony slab • • • • ••• $ i • • • •• •• • Columns ...... 87 • • • ▪ • • • Grade beams and pile capacity checkup 93 • •• •• • •.•• • • CMU walls • • • T14 Page 1 el LOAD ANALYSIS: ROOF LOADS Metal roof 2 psf Plywood 2.5 psf Wood trusses 12 psf Insulation 1 psf Furring 2.5 psf Drywall ceiling 3 psf Mech / elec 5 psf Dr= 28 psf Lr= 30 psf SECOND FLOOR LOADS Flooring 19 psf Plywood 3 psf Wood trusses 12 psf Furring 2.5 psf Drywall ceiling 3 psf Mech / elec 5 psf D2= 45 psf L2= 40 psf FIRST FLOOR LOADS Flooring 19 psf 8" slab 100 psf D1= 119 psf L1= 40 psf ... . . .• .... • . . . .. . • . . . . • ..• .. BALCONY LOADS . Finishes 25 psf 8" slab 100 psf Dt= 125 psf Lt= 60 psf MECH. ROOF ROOF LOADS Metal roof 2 psf Plywood 2.5 psf Wood joists 6 psf Furring 2.5 psf Ceiling 2 psf Mech / elec 5 psf Dr2= 20 psf Lr2= 30 psf .... .. . • . . . . ••••• . •. .. . . . . • . . • • • • • • • • . .. . .... • •••• Page 2 C ind. Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date : 2/12/2014 Company Name : OPTIMUS STRUCTURAL DESIGN Address : 7850 NW 146 ST #305 City : MIAMI LAKES Project No. Designed By Description Customer Name : FREHLING RESIDENCE State : FL Proj Location : MIAMI SHORES, FL File Location: Z:\Projects\OPTIMUS-PROJECTS\Frehling-Residence Oppenheim\Calcs\Frehling Res Wind Calcs.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are Basic Wind Speed(V) _ Structural Category Natural Frequency Importance Factor Damping Ratio (beta) Alpha At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = based upon ASD Design, with a Load Factor of .6 175.00 mph II Exposure Category = D N/A Flexible Structure = No 1.00 Kd Directional Factor = 0.85 0.01 11.50 Zg 0.09 Bt 0.11 Bm 0.15 1 0.13 Zmin 4 : 12 Slope of Roof(Theta) 26.09 ft Type of Roof 29.00 ft Eht: Eave Height 6.00 ft Roof Area = 700.00 ft - 1.07 - 0.80 - 650.00 ft = 7.00 ft = 18.43 Deg = Hipped = 23.17 ft = 9522.00 ft^ 101.00 ft Bldg Width Across Ridge= 71.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.65 ft lzm: Cc*(33/Zm)^0.167 = 0.17 Lzm: 1*(Zm/33)^Epsilon = 592.14 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 ._ .0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) •_' 9.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 . :t.. • . • . . . .. . • • 70000'85'0 • Table 26.11-1 Internal Pressure Coefficients for Buildings, GC3 �� GCPi : Internal Pressure Coefficient Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 0=.+%.-0.14 • .. . • . • . . • . • •= . 8.C1 A • 1.00;••• 175. 00.4iph 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 71 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .58 * ph = pl: Leeward wall pressure acting uniformly outward = .33 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = 1.42 49.58 psf 47.75 psf 28.87 psf 16.54 psf 33.04 psf Page 3 r 4 pw0: Windward wall pressure acting uniformly outward = p0-pl = 31.22 psf MWE'RS-Wall Pressures for Wind Normal to 101 ft wall L/B = 0.70 ph: Net Pressure at top of wall (windward + leeward) = 52.41 psf p0: Net Pressure at bottom of wall (windward + leeward) = 50.60 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 28.30 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 19.91 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 32.49 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 30.69 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures ,"` See Table 27.6-2 Mean roof ht. Wall Pressures See Table 27.6-2 ilevatina� Wind Plan '• . Net Wind Pressures on Roof (Table 27.6-2): . .•. •`•• • •. • • • • Exposure Adjustment Factor Zone Load Casel Load Case2 psf psf 1 -38.76 13.45 2 -31.32 -13.76 3 -48.09 .00 4 -42.86 .00 5 -35.17 .00 40441:011 1.130 OO • • • •••• •• • • • • • • • • •••• • •• • • •• •• . • • •� •• • . • • • • • • • • . •• • •••• • • ••.• Note: A value of '0' indicates that the zone/load case is not applicable. Page 4 lD • Load Case 1: Povh1: Overhang Povh3: Overhang Load Case 2: Povhl: Overhang Povh3: Overhang Hipped Roof Roof Overhang Loads (Figure 27.6-3): pressure for zone 1 pressure for zone 3 pressure for zone 1 pressure for zone 3 = -29.07 psf = -36.07 psf = 10.08 psf = .00 psf •••• • • • • •••• • • • •• • • • • • • •• •• • • •••• •• • • • • • • •••• • •• • • • • • • • • • • • • • • • • • •• • •••• • •••• Page 5 •• • • • • • • • • •• • • • • Date Company Address City CAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, : 2/12/2014 Name : OPTIMUS STRUCTURAL DESIGN : 7850 NW 146 ST #305 : MIAMI LAKES Inc. Copyright 2014 www.mecaenterprises.com Project No. Designed By Description : FREHLING RESIDENCE Customer Name : • • • • State : FL Proj Location : MIAMI SHORES, FL File Location: Z:\Projects\OPTIMUS-PROJECTS\Frehling-Residence_Oppenheim\Calcs\Frehling Res_Wind Calcs.wnd Roof not shot i Hip Roof 7<6--=27 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 Description of Pressure Coefficient Zone Width Span Area Zone Max ft ft ft^2 GCp Min GCp 7.1 ft Max P Min P •••• psf i •pef •••••• Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 2H Zone 3H Zone 3H A < 10 SF B < 10 SF C < 20 SF D < 20 SF E < 30 SF F < 30 SF G < 40 SF H < 40 SF J < 50 SF K < 50 SF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 1.0 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 2H 1.0 3H 1.0 3H 9.0 4 9.0 5 16.0 4 16.0 5 25.0 4 25.0 5 36.0 4 36.0 5 49.0 4 49.0 5 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 1.00 1.00 0.96 0.96 0.93 0.93 0.90 0.90 0.88 0.88 -0.90 - 1.70 - 1.70 - 1.10 - 1.40 - 2.20 -3.70 -3.70 - 1.10 -1.40 -1.06 - 1.33 -1.03 - 1.26 -1.00 - 1.20 - 0.98 -1.16 • • • 30.8+44,41+48.98 •• •• 30.8.4.:+515.27 • 30.848••85.27.• • 53.12••..58.05•..e 53. e..4;1.66 22. W, 9.78 22.Fy$• 7.81 22.18 +1g7. 81. 53. 5.2 ;58.05 53.52 •-'41.668 51.86• -6.42 :•�� • • • 51.88 50.33 50.33 49.06 49.06 47.99 47.99 -68.39•'•• - 54.87 - 65.29 - 53.60 -62.75 -52.53 -60.60 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.13 Qhcc:.00256*V^2*Khcc*Kht*Kd = 45.36 psf Page 6 ROOF TRUSSES CONNECTORS: Dr= 28 psf Lr= 30 psf Wind pressure: Zone 2H= -99.78 psf Zone 1= -48.98 psf Zone 2= -85.27 psf Zone 3H= -167.81 psf ROOF TRUSSES CONNECTORS TYPE A: USE EMBEDDED STRAPS SIMPSON DETAL20 W/ 18-10dX1-1/2 + MOISTURE BARRIER B= 2 ft Uniform wind Toads: Zone 2H= Zone 1= Zone 2= Fw= -2941 Ib Fd= 974 Ib Fnet= -2357 plf 0.6Fd + Fw Uplift reaction= 2357 Ib Allowable uplift= 2480 Ib O.K. FI= 1044 Ib Fd+FI= 2018 Ib -708 pif -157 pif -605 pif • • • • • •• • • •.. • • ••.• • • • • • • • • •• •• • • • •••• •• • • • • • • • • •••• • •• • • • • ••• •• • • • • • • • • • • • • • • • • • • • •• • •••• • • •••• Page 7 ROOF TRUSSES CONNECTORS TYPE C: USE EMBEDDED STRAPS SIMPSON DETAL20 W/ 18-10dX1-1/2 + MOISTURE BARRIER B= 2 ft Uniform wind Toads: Zone 2H= Zone 1= Zone 2= Fw= -2951 Ib Fd= 980 plf Fnet= -2363 plf 0.6Fd + Fw Uplift reaction= 2363 Ib Allowable uplift= 2480 Ib O.K. FI= 1050 Ib Fd+FI= 2030 Ib -708 plf -162 plf -605 plf .... . . . • •••• . . . • .. . . ▪ . . • ..• .. .... .• • . • • • • ••••• .• .. . . . . .. •. • . • • . • • ▪ • ▪ • • • •• • •••• • Page 8 . .• • • HIP TRUSSES CONNECTORS TYPE D USE SIMPSON HGT-2 TIEDOWN WITH 2-3/4" SIMPSON STRONG TIE SET EPDXY TIE ADHESIVE WITH MIN. EMBEDMENT DEPTH OF 12" AND 16-10d NAILS TO TRUSS Atrib= Zone 2= Zone 1= Zone 3H= Uplift force: 38 sf 29 sf 34 sf 101 sf Zone 2= Zone 1= Zone 3H= Fd= 2828 Ib Fnet= -8669 plf 0.6Fd + Fw Uplift reaction= 4335 Ib -3240 Ib -1420 Ib -5706 Ib -10366 Ib Allowable uplift= 10980 Ib O.K. FI= 3030 Ib Fd+FI= 5858 Ib .•.. • • • • •••• • • • • •• • • • • •• • • • .•• .• • •••• •• • • • • • • •••• • •• • • • • •• •• • •• • • • • • . • • • • • • • • • • • • • •• • ••.• • • • •••• Page 9 GIRDER TRUSSES CONNECTOR TYPE B USE SIMPSON HGT-2 TIEDOWN WITH 2-3/4" SIMPSON STRONG TIE SET EPDXY TIE ADHESIVE WITH MIN. EMBEDMENT DEPTH OF 12" AND 16-10d NAILS TO TRUSS 33 11' NIP TRUSS REACTION /\ 1.1' „ 3.3' ZONE 2N ZONE 1 ZONE 2 ZONE 2 ZONE 1 ZONE 2N B= 2 ft Uniform wind Toads: Fw= -2941 Ib Fd= 974 Ib Fnet= -2357 Ib Zone 2H= Zone 1= Zone 2= 0.6Fd + Fw -708 plf - 157 plf - 605 plf Net uplift reaction from hip trusses= -4335 Ib Uplift reaction= 6691 Ib Allowable uplift= 10980 Ib O.K. FI= 1044 Ib Reaction from hip trusses: Rd= RI= Fd+FI= 7876 Ib 2828 Ib 3030 Ib e • • • •••• • • • • •• • • • • • • • • ••• •• • . • •••• r• • • • •• • • •••• • • •• • • • • •• •• • • • • • • 0 • • 0 • • •• • • • • • • •• • •••• • • • •••• Page 10 C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/12 Masonry Connectors .META/HETA/HHETA/HETAL/DETAL/TSS Embedded Truss Anchors and'Truss Seat Snap -In Double Embedded Anchor Installation ModelNo Ga Application SP Uplift Load Capacity (160) Lateral Loads (160)8 CodQty. Refe 1 P y 2 or 3 Ply Fi F2 Fasteners' Load Fasteners' Load DETAL20 1 CMU 18-10dx1'/z 2480 — — 20008 1370 F27 Concrete 18-10dx11/2 2480 — — 2000 1505 META 2 CMU 10-10dx1Yz 1985 14-16d 1900 1210' 1160 Concrete 10-10dx1'/ 1985 14-16d 2565 1210' 1160 HETA 2 CMU 10-10dx11/2 2035 12-16d 2500 1225' 1520 Concrete 10-10dx1'/ 2035 12-16d 2700 1225' 1520 HHETA 2 CMU 10-10dx11/2 2035 12-16d 2500 1225' 1520 Concrete 10-10dx1'/ 2035 14-16d8 3350 1225' 1520 1. Loads include a 60% Toad duration increase on the fasteners for wind or seismic loading. 2. Minimum re = 2500 psi. Minimum f'm = 1500 psi. 3. For simultaneous loads in more than one direction, the connector must be evaluated as described in Note e, page 18 under General Instructions for the Designer. 4. Install with spoons facing outward and straps spaced no more than 1/8° wider than the truss width. 5. The DETAL20 requires 6-1 Odxl'/z nails in the truss seat and 6-10dx1'/Z nails into each strap. For all other models, install half of the required fasteners in each strap. 6. Lateral Toads for META, HETA and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart. For single -ply applications use lateral loads from the Single Embedded Anchor Installation table on page 166. DETAL lateral loads apply for single -ply application. 7. Fi lateral loads listed may cause an additional .1/46" deflection beyond the standard V3° limit where the straps are installed not wrapped over the heel as shown. 8. Two HHETA anchors may be installed in a concrete tie beam on a 2- or 3 -ply truss with 2 fewer nails for an allowable uplift load of 3050 lbs. 9. Noted Fi lateral loads for the DETAL20 may cause an additional 1/32° deflection beyond the standard 1/8" limit. 10. Single -ply trusses may use either lOdx11/2 or 16d nails with allowable loads limited to the single -ply column. 2- or 3 -ply trusses shall use 16d nails. 11. NAILS: 16d = 0.162" dia. x 31/2long,10dx1'/ = 0.148" dia. x 11/2° long. See page 22-23 for other nail sizes and information. SIMPSON Moisture barrier not shown (Typ.) Typical Installation with two METAs MSTAM/MSTCM Straps Ties MSTAM and MSTCM models are designed for wood to masonry applications. The MSTC series has countersunk nail slots for a lower nailing profile. FINISH: Galvanized. Some products are available in stainless steel or ZMAX® coating: see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Attaches to grouted concrete block and wood framing. • iVlinirniirri end and itistmen':o iter scrav,is '?' `". CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Masonry Application Typical MSTAM36 Installation Clear Span • M D • 1 • •• •• o p• • ..1' • o • • Model No. Ga Dimensions Fasteners (Total) Allowable Tension/Uplift Loads Code Ref. uu L Nails CMU Concrete DF/SP SPF/HF (160) _ _ (160) MSTAM24 18 1'% 24 9-10d 5-1/4x2'/ Titen 5-1/4x1% Titen 1500 1500 F27 MSTAM36 16 1'% 36 13-10d 8-'/ax2'/< Titen 8-' xl3h Titen 1870 1870 MSTCM40 16 3 40% 26-16d sinkers 14-1/4x2'/ Titen 14-'/x13/ Titen 4220 4220 MSTCM60 16 3 59'% 26-16d sinkers 14-1/4x2'/ Titen 14-''/<x13/ Titen 4220 4220 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading. 2. Minimum edge distance 11° using Titen® screws. 3. Minimum f'm =1500 psi and f'c = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to the weather. 5. See page 159 for Titen screw information. 6. NAILS: 16d Sinker = 0.148° dia.x 3% long, 10d = 0.148° dia. x 3° long. See page 22-23 for other nail sizes and information. Floor -to -Floor Clear Span Table Model No. Clear Span Fasteners (Total) Allowable Tension/Uplift Loads Code Ref. Nails CMU Concrete DF/SP SPF/HF (160) (160) MSTAM36 16 or 18 7-10d 4-1/x2'/ Titen 4-1/4x1% Titen 1400 1380 F27 MSTCM40 16 or 18 14-16d sinkers 10-1/4x2'/ Titen 10-Yx13/a Titen 2800 2420 MSTCM60 22% 26-16d sinkers 14-1/4x2% Titen 14-1/4x13/4 Titen 4220 4220 MSTCM60 26% 20-16d sinkers 14-'/ax2%Titen 14-%x13/aTiten 3840 3320 See notes above. • •j ••••fopot0i Masonry �.0• 4044°. 0 0 0 °' °/ I-- 3" -- 17/8° 3" MSTCM40 (Other MSTCM similar) Page 11 167 Masonry Connectors 168 Masonry'Connectots's MTSM/HTSM Twist Straps The MTSM and HTSM offer high strength truss to masonry connections. MATERIAL: MTSM-16 gauge; HTSM-14 gauge FINISH: Galvanized. See Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Installs with hex head Titen® screws. • Attach to either side of grouted concrete block with a minimum one #5 rebar horizontal. CODES: See page 13 for Code Reference Key Chart. Typical MTSM20 installation Moisture barrier not shown #5 Rebar Min. Model No. L Fasteners' DFISP Allowable Uplift Loads' SPF/HF Allowable Uplift Loads' Allowable Lateral Loads (DF/SP/SPF/HF) Code Ref. Truss CMU Concrete 10d 10dx1%- 10d 10dx1% F1 F2 (160) (160) (160) (160) (160) (160) MTSM16 16 7-10d 4-'/ax2YaTiten 4-'/ax1%Titen 860 860 750 750 2358 906 F27 MTSM20 20 7-10d 4-1/4x2YTiten 4-1/4x1 V4 Titen 860 860 750 750 HTSM16 16 8-10d 4-Yx2Y Titen 4-'/ax13/a Titen 1175 1175 1020 1020 HTSM20 20 10-10d 4-Y4x21/4Titen 4-'/ax1%aTiten 1175 " 1175 1020 1020 1. Loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Twist straps do not have to be wrapped over the truss to achieve the allowable load. 3. Minimum edge distance for Titen screw is 11/2°. 4. See page 159 for Titen screw information. 5. Table allowable Toads were determined using test ultimate/3 or fastener calculation values. 6. Products shall be installed such that the Titen screws are not exposed to the weather. 7. Minimum fm = 1500 psi and Pc = 2500 psi. 8. Lateral loads apply when on the wall side Titen screws are installed into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near the bend line are filled. Any other fasteners required can be installed in any open hole. 9. NAILS: 10d = 0.148" dia. x 3° long, 10dx1 % = 0.148" dia. x 11/2" long. See page 22-23 for other nail sizes and information. SIMPSON 1"TYP• Pilot Hole (TYP.) Fasteners not required HTSM20 (MTSM20 similar) 1°TYP MTSM16 (HTSM16 similar) MGT/HGT Girder Tiedowns The MGT and HGT series are girder tie downs for moderate to high load applications that are typically installed prior to roof sheathing. The MGT wraps over the heel and is anchored on one side of the truss. The HGT straddles the heel and anchors on both sides of the truss. The HGT is field adjustable, making it suitable for trusses with top chord slopes up to 8/12. The HGT is available in sizes for 2-, 3- and 4 -ply widths. MATERIAL: MGT -12 gauge; HGT-7 gauge FINISH: MGT— Galvanized; HGT—Simpson Strong -Tie® gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • When the HGT-3 is used with a 2 -ply girder or beam, shimming is required and must be fastened to act as one unit. • Attach to grouted concrete block with a minimum one #5 rebar horizontal in the top lintel block. • See page 188 for wood applications. CODES: See page 13 for Code Reference Key Chart. Model No. W O.C. Dim Between Anchors Fasteners DF/SP Allowable Uplift Loads (160)'-';- SPF/HF Allowable ` Uplift Loads (160) Code Ref. Concrete/ CMU Girder MGT 3% — 1-% 22-10d 3965 3330 F26 HGT-2 35/1e 5% 1 2-3/4 16-10d 10980 6485 120, F19 HGT-3 41Y8 73/l 2-3/4 16-10d 10530 9035 HGT-4 6%0 9 2-% 16-10d 9250 9250 1. Attached members must be designed to resist applied loads. 2. Minimum fm = 1500 psi and fc = 2500 psi. 3. To achieve the loads listed for the MGT and HGT, anchorage into a 8" wide concrete tie -beam or grouted and reinforced CMU tie -beam can be made using Simpson Strong -lie® SET Epoxy -Tie® adhesive with a minimum embedment depth of 12°. Vertical reinforcement may be required to transfer the loads per Designer. 4. Allowable loads have been increased for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 5. The MGT can be installed with straps vertical for full table load provided all specified nails are installed to either a solid header or minimum double 2x6 web. 6. Table allowable loads were determined using tested lowest ultimate/3 or fastener calculation values. 7. NAILS: 10d = 0.148" dia. x 3° long. See page 22-23 for other nail sizes and information. :• Install a minimum of 6-10d nails into the face 1'/4" 3" Min 3/a dia. washers required (not supplied) • • #5Reber. •••• • • Min. • •••• ••• ••. •••• • • • • • • . • • • • 1Gtoisture • barrier not shown • • • • ••• • • Typical MGT Installation 3/° dia. washers required (washers not supplied) Moisture barrier not shown 3W Crescent washer supplied and required W #5 Rebar Min. HGT-2 (HGT-3 and HGT-4 similar) Typical HGT-2 Installation into Concrete Page 12 C-2013 © 2013 SIMPSON STRONG -11E COMPANY INC. PRINTED 12/12 LOADS FOR ROOF BEAMS DESIGN: Dr= 28 psf Lr= 30 psf RB -3 8"x16.5" w/ 2#9 T&B AND #3 @ 7" STIRRUPS B= 11.6 ft WIr= 348 pif Wdr= 325 pif beam= 8 x 16.5 wself= 138 pif L= 20.67 ft See attached calcs. A= 0.48 in Rd= 4780 Ib RI= 3597 Ib Amax= 0.52 in O.K. RB -4 8"x16.5" w/ 2#6 T&B AND #3 @ 8" STIRRUPS B= 2.00 ft WIr= 60 pif Wdr= 56 pif beam= 8 x 16.5 wself= 138 pif Wdr+wseif= 194 pif Lmax= 14.83 ft See attached calcs. A= 0.007 in Rd1= -488 Ib RI1= -150 Ib Rd2= 2638 Ib RI2= 816 Ib Rd3= 2638 Ib RI3= 816 Ib Rd4= -488 Ib RI4= -150 Ib Amax= 0.37 in O.K. .... • • • •••• • • • • •• . • . • • • • •• .. . • • • .. • • • •• • • .... • •• • • •• .• • • • .. . • • .• . • • • •• • •••• • .... Page 13 • • • • t Title : Dsgnr: Description : Scope : Job # Date: 12:03PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description RB3 (8x16.5) General Information Span Depth Width Beam Weight Added Internally 20.67 ft 16.500 in 8.000 in fc Fy Concrete Wt. Seismic Zone End Fixity 5,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Live Load acts with Short Term Rebar @ Center of Beam... Count Size 'd' from Top #1 2 9 2.31 in #2 2 9 14.19 in Load Factoring Rebar @ Left End of Beam... Count Size d' from Top #1 2 9 2.31 in #2 2 9 14.19 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 9 2.31 in 9 14.19 in #2 2 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load 0.325 k Live Load 0.348 k Span = 20.67ft, Width= 8.00in Depth = 16.50in Maximum Moment : Mu 59.38 k -ft Allowable Moment : Mn*phi 113.27 k -ft Maximum Shear : Vu Allowable Shear : Vn*phi 36.09 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 3.445 Max. Spacing 7.095 7.095 Max Vu 10.204 7.722 10.20 k Short Term k 6.890 Not Req'd 3.861 Maximum Deflection Max Reaction © Left Max Reaction @ Right 10.335 Not Req'd 3.769 13.780 Not Req'd 3.769 Start 0.000 ft End 20.670 ft Beam Design OK • • • • •••• ••••-0800 in • • • • • • 8.38 k •• •• 8.38 k • •••• •• • • • • • • • • •••• • •• • •7r��4 10.112 k •• • • • • • Bending & Shear Force Summary • • • • • • • •••• •s_ Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 113.27 k -ft 113.27 k -ft 113.27 k -ft Vn*Phi 36.09 k 36.09 k Mu, Eq. C-1 59.38 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 10.20 k 10.11 k Mu, Eq. C-2 44.53 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 7.65 k 7.58 k • • Mu, Eq. C-3 • • • 22.23 kit' O.ee It -ft 0.00 k -ft Vu, Eq. C 3.82 k 3.79 k • Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft @ Left 4.780 k 8.377 k 8.377 k @ Riaht 4.780 k 8.377 k 8.377 k . Downward . -0.2333 in at 10.3350ft -0.4800 in at 10.3350ft -0.4800 in at 10.3350ft Page 14 • Title : Dsgnr: Description : Scope : Job # Date: 12:03PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description RB3 (8x16.5) Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 3.100 in 2.480 in 84.320 k 35.842 k -120.000 k 8.398 in 6.299 in 6.719 in 171.323 k 101.686 k 273.009 k 4.550 in2 2.000 OK Left End 3.100 in 2.480 in 84.320 k 35.842 k -120.000 k 8.398 in 6.299 in 6.719 in 171.323 k 101.686 k 273.009 k 4.550 in2 0.000 OK Right End 3.100 in 2.480 in 84.320 k 35.842 k -120.000 k 8.3982 in 6.299 in 6.719 in 171.323 k 101.686 k 273.009 k 4.550 in2 0.000 OK Additional Deflection Calcs Neutral Axis (gross [cracked Elastic Modulus Fr=7.5*fCA.5 Z:Cracking Eff. Flange Width 4.910 in 2,994.75 in4 1,652.20 in4 4,030.5 ksi 530.330 psi 97.810 k/iin 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 16.04 k -ft 43.29 k -ft 0.371 43.29 k -ft 0.371 1,720.544 in4 1,720.544 in4 ACI Factors • • • • 0410• Add"I "1.4'▪ yFectoir for Seismic • Add"I "0.0.5aoior for Seismic •: • • •0.0 00 • • • • • • •••• • •• • • ••I• ACI C-1 & C-2 DL 1.200 ACI C-1 & C-2 LL 1.600 ACI C-1 & C-2 ST 1.600 ....seismic = ST * : 1.100 ACI C-2 Group Factor 0.750 ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Term Factor 1.300 e • •0 •• • 0 • • • • • • • • •• • • • • • 1.400 • 0.994••• • 0 • • • • • • • •• • • 0.0• • 00049 Page 15 • • • Title : Dsgnr: Description : Scope : Job # Date: 12:06PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description RB -4 (8"X16.5") General Information Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft 3.67 14.83 3.67 Beam Width in 8.00 8.00 8.00 Beam Depth in 16.50 16.50 16.50 End Fixity Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 0.88in2 0.88in2 0.88in2 Bar Depth 14.25in 14.25in 14.25in Left Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Right Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Loads Using Live Load This Span ?? Yes Yes Yes Dead Load k/ft 0.194 0.194 0.194 Live Load k/ft 0.060 0.060 0.060 Results Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 0.00 3.79 0.00 @ X = ft 0.00 7.41 3.67 •••• Mn *Phi k -ft 53.15 53.15 53.15 • • • • • • •••• • , • Max @ Left End k -ft 0.00 -5.25 -5.25 • • • • • • • • • • Mn * Phi k -ft 53.15 53.15 53.15 • • • • I Max @ Right End k -ft -5.25 -5.25 0.00 • • • Mn *Phi k -ft 53.15 53.15 53.15 .•••••; • Description RB -4 (8"X16.5") Title : Dsgnr: Description : Scope: Multi -Span Concrete Beam Job # Date: 12:06PM, 18 MAR 14 Page 2 trebling residence calcs.ecw:Calculations Query Values Location ft 0.00 0.00 0.00 Moment k -ft 0.0 -5.3 -5.3 Shear k -0.8 2.4 2.0 Deflection in 0.0000 0.0000 0.0000 •.. • • • • • ...• • • • • •• • • . • • .• .. • • • • •••• •• • • • • • • • • •••• . •. • • • • .. • • • • • • • • • • . .• • • • •• • • • • • •••• • • • Page 17 RB -1 8"x16.5" w/ 2#6 T&B AND 6#3 @ 6" E.E. BAL. @ 8" STIRRUPS B= 17.42 ft WIr= 523 pif Wdr= 488 pif beam= 8 x 16.5 wself= 138 pif L= 15.38 ft See attached calcs. A= 0.33 in Rd= 4794 Ib RI= 4009 Ib Amax= 0.38 in O.K. RB -2 8"x16.875" w/ 2#10 T&B AND #3 @ 7" STIRRUPS B= 17.42 ft WIr= 523 pif Wdr= 488 pif beam= 8 x 16.875 wself= 141 pif L= 21.75 ft See attached calcs. A= 0.69 in Rd= 6836 Ib RI= 5688 Ib Amax= 0.73 in O.K. . • .. . . . .... . . . . .. . . • . . ..• .. • .... .. . . • . . ....• • .. • • • . ..• • • • • • • • • • . .. • •• ..• •••• • • • Page 18 Title : Dsgnr: Description : Scope: Job # Date: 12:09PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description RB -1 (8"X16.5") General Information Span Depth VVidth Beam Weight Added Internally 15.33 ft 16.500 in 8.000 in fc Fy Concrete Wt. Seismic Zone 5,000 psi 60,000 psi 150.0 pcf 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 #2 Load Factoring 2 2 6 2.25in 6 14.25 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 14.25 in Rebar @ Right End of Beam... Count Size d' from Top #1 2 6 2.25 in 14.25 in #2 2 6 Uniform Loads #1 Dead Load 0.488 k Live Load 0.523 k Short Term k Start 0.000 ft End 15.330 ft Summary Span = 15.33ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Depth = 16.50in 46.63 k -ft 53.43 k -ft 10.32 k 36.14 k 0.220 in2 0.000 2.555 7.125 7.125 10.318 8.177 5.110 Not Req'd 4.088 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 7.665 Not Req'd 3.991 10.220 Not Req'd 3.991 Beam Design OK •••• • o •-15•3269 in ••°'• •• • • • 8.80 k.••1 8.80 k • •••• •••• • • • • • • •••• • •• .13.T44, ,15.34o ft A125 ••7.$36.in •'8.D'79 '10.221 k • • • • • • • Bending & Shear Force Summary • • • • • • • Bending... Mn*Phi 53.43 k -ft 53.43 k -ft 53.43 k -ft Vn*Phi 36.14 k 36.14 k @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mu, Eq. C-1 46.63 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 10.32 k 10.22 k Mu, Eq. C-2 34.97 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-5 7.74 k 7.67 k • 'BQu, Eq. C-3 •••• • 16.54kft• Q Q $-ft 0.00 k -ft Vu, Eq. C 3.66 k 3.62 k • • • Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at Cad Left 4.794 k 8.803 k 8.803 k 15.3300 ft 15.3300 ft 15.3300 ft Coil Riaht 4.794 k 8.803 k 8.803 k Downward 7.6650ft 7.6650ft 7.6650ft -0.0846 in at -0.3269 in at -0.3269 in at Page 19 • Title : Dsgnr: Description : Scope: Job # Date: 12:09PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calcuiations Description RB -1 (8"X16.5") Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.434 in 6.325 in 6.747 in 172.047 k 45.586 k 217.633 k 3.627 in2 1.760 OK Left End 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.434 in 6.325 in 6.747 in 172.047 k 45.586 k 217.633 k 3.627 in2 0.000 OK Right End 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.4337 in 6.325 in 6.747 in 172.047 k 45.586 k 217.633 k 3.627 in2 0.000 OK Additional Deflection Calcs Neutral Axis !gross !cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Z:cracking > 145: Interior Only ! Eff. Flange Width 3.770 in 2,994.75 in4 852.93 in4 4,030.5 ksi 530.330 psi 150.758 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 16.04 k -ft 33.74 k -ft 0.475 33.74 k -ft 0.475 1,083.192 in4 1,083.192 in4 ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"I "1. F •for Se lAfer3 Add"I "0.9'"f actof for Seyslhic ; 0.900 •• •• 1.4 • • •••• •• • • • • • • •••• • •• • • • • •••••• •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • Page 20 4 Title : Dsgnr: Description : Scope : Job # Date: 12:11 PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description RB -2 (8"X16-7/8") General Information Span Depth Width Beam Weight Added Internally 21.75 ft 16.875 in 8.000 in rc Fy Concrete Wt. Seismic Zone End Fixity 5,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 10 2.44 in #2 2 10 14.44 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 10 2.44 in 10 14.44 in #2 Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 10 2.44 in 14.44 in #2 10 Load Factoring cigasteW Uniform Loads #1 Dead Load 0.488 k Span = 21.75ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Live Load 0.523 k Depth = 16.88in 94.09 k -ft 143.94 k -ft 15.50 k 36.32 k 0.220 in2 0.000 3.625 7.218 7.218 15.504 11.628 Short Term k 7.250 Not Req'd 5.814 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 10.875 Not Req'd 5.676 14.500 Not Req'd 5.676 Start 0.000 ft End 21.750 ft Beam,Q•e�sign OK • • • •• •••• • • • • -0,6883 in.. • .. .. 42.52 k • • • ••••12.52 k•• • • • • • .••• • •• :2'1`i5bft 7.2.18 in 15.366 k • •• • • • • • • • •• Bending & Shear Force Summary Fizz>,:w: Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 143.94 k -ft 143.94 k -ft 143.94 k -ft Vn*Phi 36.32 k 36.32 k Mu, Eq. C-1 94.09 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 15.50 k 15.37 k • Mu, Eq. C-2 •' IVlii, Eq. C-3: • • • 70.57 k -ft 33!4eI ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -'s 11.63 k 11.52 k Vu, Eq. 5.51 k 5.46 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at Ca Left 6.836 k 12.524 k 12.524 k 0.0000 ft 0.0000 ft 0.0000 ft Right 6.836 k 12.524 k 12.524 k . Downward . -0.3607 in at 10.8750ft -0.6883 in at 10.8750ft -0.6883 in at 10.8750ft Page 21 M Title : Dsgnr: Description : Scope : Job # Date: 12:11 PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 trebling residence calcs.ecw:Calculations Description RB -2 (8"X16-7/8") Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 3.515 in 2.812 in 95.608 k 56.788 k -152.400 k 8.546 in 6.410 in 6.837 in 174.341 k 126.062 k 300.403 k 5.007 in2 2.540 OK Left End 3.515 in 2.812 in 95.608 k 56.788 k -152.400 k 8.546 in 6.410 in 6.837 in 174.341 k 126.062 k 300.403 k 5.007 in2 0.000 OK Right End 3.515 in 2.812 in 95.608 k 56.788 k -152.400 k 8.5461 in 6.410 in 6.837 in 174.341 k 126.062 k 300.403 k 5.007 in2 0.000 OK Additional Deflection Calcs Neutral Axis (gross !cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Eff. Flange Width 5.335 in 3,203.61 in4 2,073.16 in4 4,030.5 ksi 530.330 psi 127.910 Win 8.00 in ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 16.78 k -ft 68.10 k -ft 0.246 68.10 k -ft 0.246 2,090.070 in4 2,090.070 in4 ACI C-2 Group Factor 0.750 Add"I "1.,1".1.11% for Sess1nje •: 1.44(1, •;• ACI C-3 Dead Load Factor 0.900 ACI C-3 Short Term Factor 1.300 Add"! "0.9" Factor for Seismi i •••• •••• •• • • • • • •• • • • • •• •• • • • • • • • • • • • • • • •• • • 0.9(10 • • • • • • •• • • •••• • • • Page 22 214D FLOOR LEDGER D2= 45 psf L2= 40 psf B= 22.8 ft Wd= 1015 plf wself= 5.56 plf 1020 plf Anchor spacing= 1.33 in M= 5152 Ib -in WI= 912 plf Fb= 1500.00 psi Cd= 0.90 CI= 1.00 Ct= 1.00 Cr= 1.15 Fbadj= 1552.50 psi E= 1700000 psi Eadj= 1759500 psi Sreq= 3.32 in3 S2 -2x8= 26.28 in3 o.k. .... I2 -2x8= 95.27 in3 • •• •••••• • • • • ••• • • • • • • • A= 0.0008 in• Aallowable= 0.004 in o.k. •••• •• • • • ••••• ••••• . •• • • • • Rd= 6801b ••••.• RI= 6081b •• • 1288 Ib CONNECTION LEDGER TO CONCRETE BEAMS: HILIT KB3 5/8" DIAM. EXPANSION ANCHORS 16" C./C. (4" EMBEDMENT) v= 1789 Ib Allowable shear load for anchor installed in solid concrete: 3910 Ib min. edge distance= 4.5 in reduction factor for edge distance Adj. value for allowable shear 2033 lb 0.52 o.k. . • . • • • • • • • •. • • • • •••• •••• Page 23 • • • • Mechanical Anchoring Systems KWIK Bolt 3 Expansion Anchor 3.3.6 Table 6 - Carbon Steel KWIK Bolt 3 Allowable Loads in Normal -Weight Concrete' Anchor Diameter in. (mm) Embedment Depth in. (mm) f' = 2000 psi (13.8 MPa) ° f'c = 3000 psi (20.7 MPa) f'. = 4000 psi (27.6 MPa) f'c = 6000 psi (41.4 MPa) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) 1/4 (6.4) 1-1/8 (29) 300 (1.3) 530 (2.4) 365 (1.6) 530 (2.4) 430 (1.9) 530 (2.4) 550 (2.4) 530 (2.4) 2 (51) 635 (2.8) 715 (3.2) 800 (3.6) 845 (3.8) 3 (76) 755 (3.4) 795 (3.5) 840 (3.7) (9.5)2-1/2 1-5/8 (41) 730 (3.2) 1135 (5.0) 910 (4.0) 1275 (5.7) 1095 (4.9) 1315 (5.8) 1090 (4.8) 1315 (5.8) (64) 1260 (5.6) 1315 (5.8) 1555 (6.9) 1315 (5.8) 1850 (8.2) 2060 (9.2) 3-1/2 (89) 1580 (7.0) 1770 (7.9) 1965 (8.7) 2150 (9.6) 1/2 (12.7) 2-1/4 (57)1235 (5.5) 1865 (8.3) 1430 (6.4) 2300 (10.2) 1620 (7.2) 2405 (10.7) 1975 (8.8) 2415 (10.7) 3-1/2 (89) 1930 (8.6) 2415 (10.7) 2185 (9.7) 2415 (10.7) 2440 (10.9) 2415 (10.7) 3240 (14.4) 4-3/4 (121) 2135 (9.5) 2355 (10.5) 2575 (11.5) 3620 (16.1) 5/8 (15.9) 2-3/4 (70) 1920 (8.5) 2750 (12.2) 2065 (9.2) 3410 (15.2) 2210 (9.8) 3785 (16.8) 2830 (12.6) • : 3910 (17.3)••• • •••• • 4 (102) 2660 (11.8) 3910 (17.4) 3020 (13.4) 3910 (17.4) 3385 (15.1) 47 .0' • • . (21.21 • •' 5326 • • •• •• • (23.7) • 1 39:0 1•• 5-1/2 (140) 3285 (14.6) 3695 (16.4) 4100 (18.2) (17. • 3/4 (19.1) 3-1/4 (83) 2120 (9.4) 4090 (18.2) 2425 (10.8) 4900 (21.8) 2730 (12.1) 531Q••• (23.8 • • • 3784, • • • • (16.) • • • 531 ••• (23.0)•: • 4-3/4 (121) 3240 (14.4) 5340 (23.8) 4260 (18.9) 5340 (23.8) 5285 (23.5) • .• 54§5' •. ; 61'x'...;. • • (27.4) . • •••• •••• 6225 • (27.7,4.. • •••• 6-1/2 (165) 4535 (20.2) 5860 (26.1) 7185 (32) (24:4) • • •• : 7005 (31.27 •••• 1 (25.4) 4-1/2 (114) 3330 (14.8) 7070 (31.4) 4050 (18.0) 7600 (33.8) 4670 (20.8) • 8142 • (36.2) • 5070: • (22 FJ' • • • • • 9200 (40.9) 6 (152) 4930 (21.9) 9200 (40.9) 6000 (26.7) 9200 (40.9) 7070 (31.4) 9200 (40.9) 8400 (37.4) 9 (229) 6670 (29.7) 7670 (34.1) 8670 (38.6) 10670 (47.5) Intermediate load values for other concrete strengths and embedments can be calculated by linear interpolation. • • • • • • • • • • • Hilti, Inc. (US) 1-800-879-8000 1 www•us.hlfi.com 1 en espafiol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca 1 Anchor Fastening �eCli'n2al Guide 2011 299 Mechanical Anchoring Systems 3.31.6 KWIK Bolt 3 Expansion Anchor Influence of Edge Distance and Anchor Spacing on Anchor Performance Load Adjustment Factors for 5/8" Diameter Anchors Adjustment Spacing Factor Tension 5/8 in. f AN Edge Distance Tension fRN Spacing Shear f AV Edge Distance Shear 1 Toward Edge f RV1 II Toward Edge + { RV, 1 Away from Edge f RV3 Embedment ' 2-3/4 Depth, in. a 4 2-3/4 a 4 3-1/4 a 4 a 2-3/4 a 2-3/4 a 2-3/4 = 2-3/4 0.60 0.80 4-1/2 0.90 Nem 6 hdeep 3-1/2 0.69 0.60 0.87 0.80 0.92 0.90 4 0.75 0.60 0.92 0.80 0.94 0.90 0.51 0.61 0.83 4-1/4 0.77 0.62 0.95 0.82 0.94 0.91 ( 0.52 0.61 0.84 ' .5 i7 ap v rn a 0) 4-3/4 0.83 0.66 1.00 0.85 0.96 0.92 r. ; ` 0.66 0.86 5-1/2 0.92 0.72 0.90 0.90 0.98 0.93 0.67 0.73 0.89 6 0.98 0.76 0.93 0.93 0.99 0.94 0.73 0.78 0.91 6-1/4 1.00 0.78 0.95 0.95 1.00 0.95 0.76 0.81 0.92 7 J 0.84 1.00 1.00 0.96 0.96 0.85 0.88 0.95 7-1/2 f 0.88 0.97 0.97 0.91 0.93 0.97 7-3/4 0.90 0.98 0.98 0.94 0.95 0.98 8-1/2 0.96 0.99 0.99 1.00 1.00 1.00 9 ? 1.00 1.00 Load Adjustment Factors for 3/4" Diameter Anchors Adjustment Spacing Factor Tension 3/4 in. f,, Edge Distance Tension n /RN Spacing Shear fAV Edge Distance Shear 1 Toward Edge fR1„ II Toward Edge fRV1 1 Away from Edge f,N3 Embedment 3-1/4 Depth, in. a 4-3/4 3-1/4 a 4-3/4 3-1/4 a 4-3/4 a 3-1/4 a 3-1/4 a 3-1/4 Spacing/Edge Distance, in. 3-3/8 0.61 0.81 4-1/2 0.90 Nem 6 hdeep 4 1 0.67 0.60 0.86 0.80 0.92 0.90 5 0.77 0.62 0.94 0.81 0.94 0.90 0.51 0.61 0.83 5-3/4 0.85 0.67 1.00 0.86 0.96 0.92 0.59 0.67 0.86 6-1/4 0.90 0.70 0.88 0.97 0.93 0.64 0.71 0.88 6-1/2 0.92 0.72 0.90 0.98 0.93 0.67 0.73 0.89 7 0.97 0.75 0.93 0.99 0.94 0.72 0.77 0.90 7-1/2 1.00 0.79 0.95 1.00 0.95 0.77 0.82 0.92 8-1/4 0.84 1.00 0.96 0.85 0.88 0.95 9 0.89 0.97 0.92 0.94 0.97 9-3/4 0.94 0.98 1.00 1.00 1.00 10-1/4 0.97 0.99 1.00 1.00 1.00 10-3/4 1.00 1.00 Adjustment Factor 1 in. Load Adjustment Spacing ! Tension fAN Factors for Edge Distance Tension fRN 1" Diameter Anchors Spacing Shear fAV Edge Distance Shear 1 Toward Edge fRV1 II Toward Edge fRV1 ' 1 Away from Edge firm Embedment Depth, c 4 co rn a rn a " in. 4-1/2 4-1/2 0.60 a 6 4-1/2 a 6 4-1/2 a 6 a 4-1/2 a 4-1/2 a 4-1/2 0.80 4-1/2 0.90 Nem 6 hdeep 6 0.71 0.60 0.89 0.80 0.93 0.90 7 0.78 0.65 0.95 0.84 0.94 0.91 0.52 0.61 0.84 8 0.85 0.71 1.00 0.89 0.96 0.93 0.59 0.67 0.86 9 j 0.92 0.76 0.93 0.98 0.94 0.67 0.73 0.89 9-3/4 i 0.97 0.80 0.97 0.99 0.95 0.72 0.78 0.91 10-1/4 I 1.00 0.83 0.99 1.00 0.96 0.76 0.81 0.92 11-1/4 i 0.88 1.00 0.97 0.83 0.87 0.94 11-5/8 0.90 0.98 0.86 0.89 0.95 12-1/2 1 0.95 0.99 0.93 0.94 0.97 13 0.97 0.99 0.96 0.97 0.99 13-1/2 1.00 1.00 1.00 1.00 1.00 14-3/4 Standard Anchor Embedments (in.) hmn 2-3/4 5/8 hrmm 4 hdeep 5-1/2 hm1 3-1/4 3/4 hem 4-3/4 hdeep 6-1/2' hmin 4-1/2 1 Nem 6 hdeep 9 1. Embedment depth shown reflects embedment for carbon steel anchor, deep embedment depth for stainless steel anchor is 8 inch. Note: Tables apply for listed embedment depths. Reduction factors for other embedment depths must be calculated using equations below. Spacing - Tension h m�n5 h5h nom f AN = S//'� Meet + 0.88 3.13 h ahm,m f�=s/hnom+0.88 • •133 • • ••Y• • • • Edge D'is'tance - Team •• •• • hminS hash. • f= act i••• RN 3.75• • hem ;hemp • fRN �•C• t`:il • • • • •••••• • • • • • •••• • •••• • ••• • • Spacing • Shear • • • hminS haCtsh,• m • • '1001 a om • f_ s/ha� + 149.25 • f _ �%h� 1+110.25 • AV • 12.5 • • • • AV •1?a5 • • • •••• Edge Distance - Shear hew a h min perpendicular toward edge c f RV1 __ 3h min parallel to edge =C/hmin+0.75 f RV2 3.75 perpendicular away from edge f= c/h min + 5.82 Rw3 8.82 Note: Edge distance and anchor spacing for all lightweight and sand -lightweight concrete are obtained by dividing the normal -weight dimensions by 0.75 and 0.85, respectively. Page 25 310 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 1 www.hiiti.ca I Anchor Fastening Technical Guide 2011 •••• •• • •••• • •••• • CONNECTION SECOND FLOOR TRUSSES TO 2-2X8 LEDGER: SIMPSON TWISTED STRAP TS18 W/14 -16d (OR APPROVED EQUAL) D2= 45 psf L2= 40 psf Truss spacing 24 in Wd= W I= L= R= 89 plf 80 plf 169 plf 22.8 ft 1927 Ib •• • • • •••• • . . • •• • • •• • • • • ••• •• . • • • •••• •s • • • • • • • • •••• • •• • • • • • • •• •• • • • • • • • • • • • s • • • • • • • .• • •••• • • • Page 26 is co co co h Straps & Ties HST/MST/MST'C/MSTA Strap res n' These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Floor -to -Floor Clear Span Table Madel No. Clear Cpa Fasteners stone Allowable Tension Loads (DF/SP) ''' Allowable Tension Loads (SPF/HF) (160) (160) /MSTA49 18 26-10d 2020 2020 16 26-10d 2020 2020 7 MSTC28 18 12-16d sinkers 1155 995 16 16-16d sinkers 1540 1325 MSTC40 24 20-168 sinkers 2310 1985 18 28-16d sinkers 2695 2320 16 32-168 sinkers 3080 2650 MSTC52 24 36-168 sinkers 3465 2980 18 44-16d sinkers 4235 3645 16 48-16d sinkers 4620 3975 5190 30 48-160 sinkers 4780 4120 24 54-168 sinker 5380 4640 MSTC66 18 64-16d sinkers 5860 5495 16 68-16d sinkers 5860 5840 "7 MSTC78 30 6'1-160 sinkers 5860 5495 24 72-164 sinkers 5860 5860 18 76-16d sinkers 5860 5860 MST37 24 14-164 1725 1495 18 20-16d 2465 2135 16 22-16d 2710 2345 MST48 24 26-16d 3215 2780 18 32-16d 3960 3425 16 34-16d 4205 3640 MST60 30 34-16a 4605 3995 24 40-168 5240 4700 18 46-16d 6235 5405 MST72 30 48-168 6505 5640 24 54-164 6730 6345 18 62-160 6730 6475 D These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. D ED D Nails are not required in the rim board area. SIMPSON Stitch nailing of double studs by others When nailing the strap over OSB/plywood, use a 2W long nail minimum. Typical Detail with Strap Installed Over Sheathing CODES: See page 13 for Code Reference Key Chart. Model No. Ga Dimensions Fasteners (Total) Allowable Tension Loads (DF/SP) Allowable Tension Loads (SPF/HF) Code Ref. W L Nails Bolts Nails Bolts Nails Bolts City Dia (160) (160) (160) (160) MST27 12 21/20 27 30-16d 4 / 3700 2165 3200 2000 L3,4F2 ' MST37 2'Y16 371/2 42-168 6 1/2 5080 3025 4480 2805 MST48 2'/6 48 50-16d 8 h 5310 3675 5190 3410 MST60 10 2%5 60 68-16d 10 1 6730 4485 6475 4175 MST72 21/26 72 68-16d 10 /z 6730 4485 6475 4175 HST2 7 21/2 211/2 — 6 % — 5220 — 4835 HST5 5 21% — 12 5 — 10650 — 9870 HST3 3 3 251/2 — 6 '/a — 7680 — 6660 HST6 6 25'1 — 12 ' — 15470 — 13320 Floor -to -Floor Tie Installation showing a Clear Span 1. Load: include i 60% load duration increase en thetfastener.fer wind: r earthagallae 1pating. • • • • :: I.tali bol •w iiu:; as p i5i� i lon ! �! la4'.' t e,: ala, nt.. ". 3. Allowablaboi[ loads are redofl Earallei-to• grainlq i6goaed these wini'rnigrr member thicknesses: MST -21/2°; h_IST2 ani HST5-4°; HST3'at!r: AS'f:-4'/z°. 4. Use hs. ofylR required Rails in each membAr being,cpgteji to achieve thq,listed loads. 5. Whefeirr3AllaIstrari over wood structural panei'sheathi.. , use 2' :.ori al!,inirumum. 6. Tension loads apply for eplift as well • when•i s ailed ,erticaily. •.. . 7. NAILS: 16d = 0.162" dia. x 3W long, 16d Sinker = 0.148° dia.)? 31"Tong, 10dx1'1= 0.148° dia. x 11/2z long. See page 22-23 for other nail sizes and information. •• • • • • CNI • • • w F z •a TS Twist Straps 174 Twist straps provide a tension connection between two wood members. An equal number of right and left hand units are supplied in each carton. MATERIAL: 16 gauge. FINISH: Galvanized. See Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • TS should be installed in pairs to reduce eccentricity. CODES: See page 13 for Code Reference Key Chart. Model No. L Fasteners (Total) Allowable s d (160)f. Code TS9 9 8-16d 530 TS12 115% 10-168 665 170 TS18 17% 14-16d 930 TS22 21% 18-16d 1215 1.Install half of the fasteners on each end of the strap to achieve full loads. 2.Loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 3.16d sinkers (0.148° dia. x 3W) may be substituted for the specified 16d commons at 0.84 of the table loads. 4. Loads are for a single TS. 5. NAILS: 16d = 0.162° dia. x 31° long, See page 22-23 for other nail sizes and information. TS Typical TS pytgan Storage roof framing: Use roof trusses (W 24" (bv othersl Dr2= 27 psf Lr2= 30 psf B= 2.00 ft Wd= 53 plf WI= 60 plf L= 7.42 ft a= 3.39 ft Calculated wind pressure: -99.78 psf Ww= -200 plf Wd= 53 plf Wnet= -168 plf D+L reactions= see attached calcs. R1 -D= 156 Ib R1 -L= 223 Ib Rtotal= 378 Roverhang-D= 417 Ib Roverhang-L= 473 Ib Rtotal= 890 Uplift reaction= see attached calcs. R1 -up= -623 Ib Roverhang-up= -1323 Ib PROPOSED TRUSS CONNECTOR TO 1B-10: TYPE F: USE SIMPSON HANGER HUS26 W/14 -16d TO LEDGER AND 6-16d TO TRUSS Uplift reaction Allowable uplift= 623 Ib 1550 Ib o.k. D + L reaction= 378 Ib PROPOSED TRUSS CONNECTOR TO 1B-11: USE EMBEDDED STRAPS SIMPSON HETA 12 W/ 7-10dX1-1/2 Uplift reaction Allowable uplift= 1323 Ib 1520 Ib •••• . • . •••• . . . . .. . . .• . . • ..• .. . •••• .. • • . • • • ....• . • .. • . •. •• . • . . • • • . . • • • • • • • .• • •••• • • • •••• Page 28 Title : Dsgnr: Description : Scope : Job # Date: 2:35PM, 18 MAR 14 Rev: 580006 User. KW -0607042, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Timber Beam & Joist reaction storage trusses (D+L) Page 1 frehling residence calcs.ecw:Calculations Timber Member Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Timber Section Beam Width in 1.500 Beam Depth in 9.250 Le: Unbraced Length ft 3.39 Timber Grade Southern Pine, No.1 Dense 2 -4 Fb - Basic Allow psi 2,000.0 Fv - Basic Allow psi 175.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No 2x10 Center Span Data Span Dead Load Live Load ft #/ft #/ft 7.42 53.00 60.00 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft 3.39 53.00 60.00 Results Ratio = 0.2612 • • • •••• • • •••• ••••S -s Mmax @ Center @X= Mmax @ Cantilever fb : Actual Fb : Allowable in -k ft in -k psi psi fv : Actual psi Fv : Allowable psi 7.59 3.35 -7.79 364.3 1,731.1 Bending OK 45.7 175.0 Shear OK • • • • •• •• • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • ••• Reactions • @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 155.59 222.60 378.19 417.34 472.46 889.81 ••• • Deflections Ratio OK REMOSSWSINVEMEMENEMUNP... ., :.. Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl in Location ft UDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in UDefl Ratio in in -0.010 8,622.2 -0.023 3,874.8 -0.033 3.562 2,683.8 -0.004 -0.004 -0.008 10,345.4 Page 29 Title : Dsgnr: Description : Scope: Job # Date: 2:35PM, 18 MAR 14 Rev: 580006 User. KW -0607042, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Page 1 frehling residence calcs.ecw:Calculations Description reaction storage trusses (D+W) Timber Member Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section Beam Width in 1.500 Beam Depth in 9.250 Le: Unbraced Length ft 3.39 Timber Grade Southem Pine, No.1 Dense 2 -4 Fb - Basic Allow psi 2,000.0 Fv - Basic Allow psi 175.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No 2x10 Center Span Data L. Span ft Dead Load Live Load #/ft #/ft 7.42 -168.00 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft 3.39 -168.00 • •••• Results Ratio = 0.3884 • •••• •••• Mmax @ Center in -k @X= ft Mmax @ Cantilever in -k fb : Actual psi Fb : Allowable psi fv : Actual Fv : Allowable psi psi 11.58 7.42 11.58 541.5 1,731.1 Bending OK 68.0 175.0 Shear OK • • • • •• •• • • •••• •• • • • • • • •••• • •• • • •• •• • • • • • • • • • • ••• Reactions • • • • • •••• @ Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max. DL+LL lbs 0.00 -623.28 -623.28 0.00 -1,322.90 -1,322.90 • •••• Deflections Ratio OK Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Defl in L/Defl Ratio to in 0.000 0.0 0.064 1,383.9 0.064 3.710 1,383.9 0.000 0.012 0.012 6,958.5 Page 30 • • Some loads in the table below have changed since this catalog was published. For updated loads, visit www.strongtie.com. Solid SawnJolstHangars, FACE MOUNT HANGERS - SOLID SAWN LUMBER (DF/SP) C-2013 © 2013 SIMPSON STRONG TIE COMPANY INC. PRINTED 12/12 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Joist Size Model No. Ga Dimensions Min/ Max Fasteners DF/SP Allowable Loads Installed': Cast (ICI) Code Ref. H B Header Joist Uplift Floor (100) Snow (115) Roof (125) 10d 16d (160) 10d 16d 10d 16d 10d 16d SAWN LUMBER SIZES 2x4 '1.U24 20 19/6 3'/ 11/2 — 4-10d 4-16d 2-10dx1'/z 265 465 555 530 635 575 685 Lowest i7 F6, L17 "LUS24 18 19A6 31/46 13/4 — 4-10d — 2-10d 490 670 —' 765 — 825 — +3°10 U24 16 19/6 31/4 11/2 — 4-10d 4-16d 2-10dx11/2 265 485 575 550 '655' 595 705 +67% HU26 14 19/6 316 2'/a — — 4-16d 2-10dx11/2 335 — 595 670 — 720 +295`,, DBL DBL 'LUS24-2 18 31/ 3/ 2 — — 4-16d 2-16d 440 — 800 — 910 — 985 Lowest U24-2 16 3'/e 3 2 — 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 +33% HU24-2/HUC24-2 14 3'/6 31/46 21/2 — — 4-16d 2-10d 380 — 595 — 670 — 720 +240% 2x6 'LUS26 18 19/,6 43/ 13/4 — 4-10d — 4-10d 1165 865 — 990 - 1070 — Lowest LU26 20 11/46 43/4 11/2 — 6-10d 6-16d 4-10dx1'/z 565 700 835 795 950 860 1030 +6% U26 16 19/,6 4% 2 — 6-10d 6-16d 4-10dx1'h 585 730 865 825 ' 980 890 1055 +43% ' LUC26Z 18 19/6 4% 13/4 — 6-10d 6-16d 4-10dx11/2 730 710 845 810 965 875 1040 +160% HU26 14 19/6 316 21/4 — — 4.16d 2-10dx11/2 335 — 595 — 670 — 720 ' +179% JHUS26 16 1% 5% 3 — — 14-16d 6-16d 1550'_— 2720 3095 - 3335 +276% DBL DBL 'LUS26-2 18 31 41/4 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 Lowes U26-2 16 3%6 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 +65% HUS26-2 14 3'% 53/6 2 — — 4-16d 4-16d 1235 — 1065 — 1210 — 1305 +172% HU26 2/HUC26 2 14 31/4 5% 21/2 Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 +233% 14 31/4 5% 21/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 +254% TPL LUS26-3 18 4% 4'/e 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 160 U26-3 16 4% 41/4 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 * 2x6 HU26 3/HUC26 3 14 411/46 51/2 2'/2 Min — 8-16d 4-10d 760 — 1190 — ' 1345 — 1445 14 41/6 51/2 21/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 2x8 "LUS26 18 11/46 43/4 13/4 — 4-10d — 4-10d 1165 865 — 990 — 1070 — Lowest •••I 17, F6, L17 , •••, •••I • •••I • •••, •••, LU26 20 19/6 43/4 11/2 — 6-10d 6-16d 4-10dx11/2 565 700 835 795 950 860 1030 +6% LUS28 18 19/6 6% 13/4 — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — +23% ' LU28 20 19/6 6% 11/2 — 8-10d 8-16d 6-10dx11/2 850 930 1110 1060 1270 1150 1335 +39% U26 16 19/6 43/4 2 — 6-10d 6-16d 4-10dx1'/2 585 730 865 825 980 890 1055 +43% LUC26Z 18 19/6 4% 1% — 6-10d 6-16d 4-10dx1'/2 730 710 845 810 965 875 1040 *1SQP/. HU28 14 19/6 51/4 21/4 — — 6-16d 4-10dx1'/2 610 — 895 — 1005 —. 1085 • 51% • HUS26 16 1% 5% 3 — — 14-16d 6-16d 1550 — 2720 — 3091,, 0 :3335 476%, 'HUS28 16 1% 7 3 — — 22-16d 8-16d 2000 — 3965 — 412Q — 4220 •+•49r/ii: DBL 2x8 LUS26-2 18 31/4 4% 2 — — 4-16d 4-16d 1165 — 1030 — 1180 —. 1280 Lowest ' LUS28-2 18 31/4 7 2 — — 6-16d 4-16d 1165 — 1315 — 1506 — 1625 +8/0 U26-2 16 31/4 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 13051"r113!, 1410 41%,5%.• HUS28-2 14 3' 73/6 2 — — 6-16d 6-16d 1550 — 1595 — 1815 • •s• 1960 •+188°1 HU28-2/HUC26-2 14 3%6 7 21/2 Min — 10-16d 4-10d 760 — 1490 — 1680 •:-•-•:1805 • •+3Q7•°� • ••• 14 31/4 7 21/2 Max — 14-16d 6-10d 1135 — 2085 — 2358 • -•-• 2530 .+418% LUS28-3 18 4% 61/4 2 — — 6-16d 4-16d 1165 — 1315 — 1504 • •-•-• • 1625 * • , •••I 16:„, U26-3 16 45/6 41/4 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 130: 11%5 : 1410 • * • TPL 2x8 HU26-3/HUC26 3 14 4111/46 51/2 21/2 Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 :1'11,w 14 4"/,6 51/2 2'h Max — 12-16d 6-10d 1135 — 1785 — 2019 -- • 2165 QUAD 2x8 HU28 4/HUC28 4 14 6'% 6% 2'/2 Min — 10-16d 4-16d 900 — 1490 - 1680 • � • 1805 «• 14 6'1A 6% 2'/ Max — 14-16d 6-16d 1345 2085 — 2350 — 2530 •' 2x10 'LUS28 18 11/46 6% 1% — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — Lowest 17, F6, L17 'LU28 20 16/6 6% 112 — 8-10d 8-16d 6-10dx11/2 850 930 1110 1060 1270 1150 1335 +13% 'LUS210 18 11/46 713/16 1% — 8-10d — 4-10d 1165 1340 — 1525 — 1650 — +15% LU210 20 19/6 711/46 112 — 10-10d 10-16d 6-10dx11/2 850 1165 1390 1325 1585 1435 1715 +28% U210 16 19/6 7t1/46 2 — 10-10d 10-16d 6-10dx11/4 1110 1215 1440 1375 1635 1485 1685 +76% 'LUC210Z 18 11/46 7% 1% — 10-10d 10-16d 6-10dx11/2 1100 1185 1410 1345 1605 1455 1735 +180% HU210 14 11/46 7'/6 21/4 — — 8-16d 4-10dx11/2 610 — 1190 — 1345 — 1445 +225% HUS210 16 1% 9 3 — — 30-16d 10-16d 3000 — 4255 — 4445 — 4575 +450% DBL 2x10 /LUS28-2 18 31/43 7 2 — — 6-16d 4-16d 1165 -- 1315 — 1500 — 1625 Lowest LUS210-2 18 3Y6 9 2 — — 8-16d 6-16d 1745 — 1830 — 2090 — 2265 +34% U210-2 16 3'/a 8'/2 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 +88% HUS210-2 14 3/ 93/6 2 — — 8-16d 8-16d 3295 — 2125 — 2420 — 2615 +217% 17 F23: L17 HU210-2/ HUC210-2 14 3% 813/,6 21/2 Min — 14-16c1 6-10d 1135 — 2085 — 2350 — 2530 +441% 17, F6, L17 14 3' 811/46 212 Max — 18-16c1 10-10d 1895 — 2680 — 3020 3250 +467% HHUS210-2 14 35/16 ?-':< 3 — — 30-16d 10-16d 4000 — 5635 — 6380 — 6880 F23 TPL 2x10 LUS28-3 18 4% 61/4 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 160 LUS210-3 18 4% 83/,6 2 — — 8-16d 6-16d 1745 — 1830 — 2090 — 2265 * U210-3 16 4% 73/4 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 * 17, F6, L17 HU210-3/ HUC210-3 14 41/6 89/6 21/2 Min — 14-16d 6-10d 1135 — 2085 — 2350 — 2530 14 4116 816 2'/2 Max — 18-16d 10-10d 1895 — 2680 — 3020 — 3250 * HHUS210-3 14 411/16 3 4 3 — — 30-16d 10-16d 4000 — 5635 — 6380 — 6880 HGUS210-3 12 415/6 9'/6 4 — — 46-16d 16-16d 4095 — 9100 — 9100 — 910017. F23 ED D 0 ED See footnotes on page 73. CODES: See page 13 for Code Reference Key Chart. • • • • •. • • • •• •• • • •• • •• • 71 Masonry Connectors Masonry Connectors n►%ETA/HETA/HHETA/HETAL/DETAL/TSS Embedded Truss Anchors and Truss Seal Snap -In The embedded truss anchor series provides an engineered method to properly attach roof trusses to concrete and masonry walls. The products are designed with staggered nail patterns for greater uplift resistance. Information regarding the use of two anchors on single- and multi -ply trusses is included. The TSS, a companion product of the META, provides a moisture barrier between the concrete and truss. The preassembled unit is riveted with no height adjustment. The DETAL20 is a high capacity embedded truss anchor for attachment of single -ply trusses to concrete and masonry walls. It combines dual embedded anchors with a structural moisture -barrier seat that is partially embedded in the concrete or grout. This seat serves to protect the truss and also provides additional lateral and uplift capacity. The embedded anchors are pre -attached to the moisture barrier through slots that allow for a slight amount of adjustability, providing flexibility during installation to avoid rebar. Thmoisture-barrier seat includes tabs at each end for optional attachment to the form board in concrete tie -beam applications. MATERIAL: HHETA-14 gauge; HETA-16 gauge; HETAL—strap 16 gauge, truss seat 18 gauge; META -18 gauge; TSS -22 gauge; DETAL-16 gauge (Barrier -18 gauge) FINISH: Galvanized. Some products available in ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • The META, HETA and HHETA are embedded 4" into a 6' min, concrete beam or 8" nominal grouted block wall; HETAL is embedded 5'/s°; DETAL is embedded 41/2'. • The DETAL20 is installed centered and flush on top of an 8" masonry bond beam or concrete tie beam. The moisture barrier seat bears on masonry face shell or concrete tie beam form boards; the two flanges embed into grout or concrete. The two embedded anchors shall be installed vertically into grout or concrete. • The TSS moisture barrier may be preattached to the truss using 6d commons. • For mislocated truss anchors which are greater than 1/a° but less than 1'/2° from the face of the truss, a shim must be provided. Shim design by Truss Engineer. When gap is greater than 11/2°, install new anchors. • In double embedded anchor installations, do not install fasteners where the straps overlap when wrapped over the truss heel. CODES: See page 13 for Code Reference Key Chart. 1344' 41 META with TSS Model No. w TSS2 1% TSS2-2 3'/e TSS4 3% Moisture barrier not shown (Typ.) 166 DETAL20 U.S. Patent 7,987,636 212. See note 9 for edge distance These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Single Embedded Anchor Installation t ep lmb��c \, HETAL SIMPSON HETA20 (HHETA similar) Typical META Installed with TSS • • • •• • • • • • •• • • • • • • • • •+•• Typical DEJAL • Installation •• • • • •• Typical HEfA20 Installation ModelNo H SP Uplift Load 160 Load Duration Increase Lateral Loads (160) RefCode 10dx1'h 16d Quantity Load Quantity Load Fi F2 META12 8 7 1450 6 1450 340 725 F27 META14 Discontinued — See META12 and META16 'META16 12 7 1450 6 1450 340 725 • META18 14 7 1450 6 1450 340 725 META205 16 7 1450 6 1450 340 725 META22 18 7 1450 6 1450 340 725 META24 20 7 1450 6 1450 340 725 META40 36 7 1450 6 1450 340 725 HETA12 8 7 1520 7 1780 340 725 HETA16 12 9 1810 8 1810 340 725 HETA205 16 9 1810 8 1810 340 725 HETA24 20 9 1810 8 1810 340 725 HETA40 36 9 1810 8 1810 340 725 HHETA12 8 7 1565 7 1820 340 815 HHETA16 12 10 2235 9 2235 3407 815 HHETA205 16 10 2235 9 2235 340' 815 HHETA24 20 10 2235 9 2235 340' 815 HHETA40 36 10 2235 9 2235 340' 815 HETAL12 7 104 1085 104 1270 4155 1100 HETAL16 11 144 1810 134 1810 4155 1100 HETAL20 15 144 1810 134 1810 4155 1100 •••• Straps may be instated straight or wrapped over to achieve fisted loads 1. Loads have been increased for wind or seismic loading. Reduce where other loads govern. 2. Minimum f'c = 2500 psi. Minimum f'm = 1500 psi. 3. For simultaneous loads in more than one direction, the connector must be evaluated as described in Note e, page 18 under Instructions to the Designer. 4. Five nails must be installed into the truss seat of the HETAL. 5. Parallel -to -wall load towards face of HETAL is 1975 lbs. 6. It is acceptable to use a reduced number of fasteners provided that there is a reduction in uplift load capacity. See example on page 175. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-16d or 7-10dx14/2 fasteners are used with the META anchor. 7. The HHETA allowable F1 load can be increased to 435 lbs. if the strap is wrapped over the truss and a minimum of 12 nails are installed. 8. Minimum spacing for multiple anchor installation is 2 times the embedment depth for full load. See Double Embedded Anchor Installation table on page 167 for loads on closer spaced anchors. 9. Minimum edge distance for HETA/META is 11/2° for concrete and 2° for masonry. 10. NAILS: 16d = 0.162° dia. x 3W long, 10dx1'/2 = 0.148' dia. x 11/2° long. See page 22-23 for other nail sizes and informDge 32 • • o • ul z • •a • •z z CC fn 0 M 4n TRUSS OVERHANGS: '.T. JC0D TRUSSES ^24'0.0 1 °1 e- 2-2Xs P.T. WITH %° D A+1"1. IAILTI KB.3 CALv. EXPANSION ANCI401R 12° C./C. ST,4CC6 E E Max. wind pressure zone 3H= -167.81 psf B= 2 ft Wup= -336 plf Overhang length= L= 6.08 ft Max. calculated uplift force: F= 2042 Ib Connection to truss: (6) 3/8" diam. ASTM A325 galv. Thrubolts M= 6210 Ib -ft FxL/2 h= 0.74 ft vx= 4198 Ib (M/h) x 0.5 vy= 1021 Ib F/2 vresult= 4321 Ib No. of bolts= 6 Shear force per bolt= 720 Ib Fnv= S2= 54 ksi 2 L.6'-0 t //S" Anet= 0.078 in2 Allowable shear load per bolt: 2106 Ib Fnv*Anet/S2 o.k. . . . . .. . • • .. . • . ..• .. . . .... .. . • . • . . .... . •. .. . . .. . . . . . . • . .• . ••• • • • • • ..• .... • .... Page 33 Ledger connection: 5/8" diam. galv. Hilti KB3 exansion anchors @ 12" c./c. staggered vresult= 4321 Ib v -anchor= 2160 Ib vallowable= 3910 Ib Reduction factor for edge distance 0.52 Adj. shear= vallow= 2033 Ib n.g. • ... . . . .... • . . . •. . . . ..• .. .... .. . . . . . ....• . • .. . • . . .. .. • . • • • • • . • • • . ..• •••: • • • Page 34 STORAGE TRUSSES OVERHANGS: 4x6 Southern Pine No. 2 @ 24" o./c. -2XB WTN 3e' OJAM 1-11LTI KB3 GAIN. :PAN81ON A • 12' jt. STAGGED f•) 36' DAM. GALV. ASM A328 114 U -BOLTS 4x• 80iJTNER'1 PINE Na. 2 SPACED AT 24' OL, CONC. ROOF SEAM 18-10 GEE PLAN) Overhang length= P.T. WOOD TRUSSES _.l • 1•' MAX. OL PROVIDE TRIC CONNECTOR PER SCVODLLL.E-----,. f3 E S-30) CONC. ROOF SEAM 1-11(SEE PIAN) L= 3.00 ft Max. wind pressure zone 3H= -167.81 psf B= 2.00 ft Wdown= 113 plf Wup= -336 plf Mmax= 1510 Ib -ft Proposed section: 4x6 S= 17.6 in3 => 18123 Ib -in Cd= 0.90 CI= 1.00 Ct= 1.00 Fb= 1250 psi Fbadj= 1294 psi E= 1500000 psi Eadj= 1552500 psi Mresisting= 22829 Ib -in o.k. Connection to truss: (6) 3/8" diam. ASTM A325 galv. Thrubolts Max. calculated uplift force: F= 1007 Ib M= 18123 Ib -in d= 18.00 in v1 -bolt= 336 Ib (M/d) x 1/3 v2 -bolt= 168 Ib F/6 v -bolt= 503 Ib v1+v2 Fnv= 54 ksi S2= 2 Anet= 0.078 in2 Allowable shear load per bolt: 2106 Ib Fnv*Anet/S2 o.k. Cr= 1.15 •••• • • • •••• • •• • ••• • • • • • ••• •• •• • • • • • •••• •• • • • • • • • • •••• • • •• • • • • •• •• • • • • • • • • • • • • • • • • • •• • •••• • • • •••• Page 35 i f LOADS FOR SECOND FLOOR BEAMS DESIGN: 1B-3 8"x22-1/2" w/ 2#6 T&B AND #3 @ 10" STIRRUPS Dt= 125 psf Lt= 60 psf B= 11.08 ft Wit= 665 pif Wdt= 1385 pif beam= 8 x 22 wself= 183 pif Wdr+wself= 1569 pif Lmax= 14.88 ft See attached calcs. A= 0.023 in Rd1= -4150 Ib RI1= -1740 Ib Rd2= 21700 Ib RI2= 9100 Ib Rd3= 21700 Ib RI3= 9100 Ib Rd4= -4150 Ib RI4= -1740 Ib Amax= 0.37 in O.K. 1B-5 8"x22-1/2" W/2#7 T&B AND #3 STIRRUPS @ 10" D2= 45 psf L2= 40 psf B= 8.79 ft Wd= 391 pif WI= 352 pif L= 20.67 ft See attached calcs Rd= 6108 Ib RI= 3638 Ib A= 0.23 in Amax= 0.52 in O.K. • . • • •••• • • • 0 •• • • • • • . • • •. •• . • • . •••• • •. • • • ▪ • • • •••. • •. • • • • .. .• • • • • • • • . . • • • • • • . . . •. • ••.• • • • Page 36 Title : Dsgnr: Description : Scope: Job # Date: 11:10AM, 26 FEB 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 1 B-3 (8x22.5) General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information �. ,..., a.... ..:. �.r .,, .•.... .>.. Description ., .,.. ..,,,. .;'.. .,.,..�a��.. _.. ;;,:. .::..;,...•;_:,::,r'': •. ,.,.... .. ..... s ....;�,,,.. �,^ ;•• ,;,�z .. _.. -> ..moi , :.✓ �r Span ft 3.63 14.88 3.63 Beam Width in 8.00 8.00 8.00 Beam Depth in 22.50 22.50 22.50 End Fixity Pin -Pin Pin -Pin Pin -Pin Reinforcing Center area 0.88in2 0.88in2 0.88in2 Bar Depth 20.25in 20.25in 20.25in Left Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Right Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Loads .a,..,. Yes Yes Yes .._. ..,,. Using Live Load This Span ?? Dead Load k/ft 1.585 1.585 1.585 Live Load kfft 0.665 0.665 0.665 Results Beam OK Beam OK Beam OK Mmax @ Cntr k -ft 0.00 34.34 0.00 @ X = ft 0.00 7.44 3.63 Mn * Phi k -ft 76.90 76.90 76.90 Max @ Left End k -ft 0.00 -47.75 -47.75 Mn * Phi k -ft 76.90 76.90 76.90• • • • • • Y •••• • Max @ Right End k -ft -47.75 -47.75 0.00 • • • • • •• • • • Mn * Phi k -ft 76.90 76.90 76.90 • • • • Bending OK Bending OK Bending OK • • • Shear© Left k Shear @ Right k 7.77 18.54 22.07 22.07 18.54 7.77 •••• • •••• • • •• • •• • • • • • • • Reactions & Deflections ' • ' DL @ Left k -4.15 21.70 21.70• • • LL @Left k -1.74 9.10 9.10 • • •• • • • • • •••11111 Total @ Left k -5.90 30.80 30.80 • • • • , DL Right k 21.70 21.70 -4.15'••• •• •••• • LL @ Right k 9.10 9.10 -1.74• • • Total @ Right k 30.80 30.80 -5.90 Max. Deflection in 0.002 -0.037 0.002 @X= ft 2.15 7.44 1.48 Inertia : Effective in4 5,037.63 5,037.63 5,037.63 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 10.13 10.13 10.13 10.13 10.13 10.13 0.220 10.13 10.13 Not Req'd Not Req'd 10.13 10.13 0.220 10.13 10.13 10.13 10.13 10.13 10.13 Page 37 Title : Dsgnr: Description : Scope : Job # Date: 11:10AM, 26 FEB 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description Query Values Location Moment Shear Deflection 1 B-3 (8x22.5) 8 ft 0.00 0.00 0.00 k -ft 0.0 -47.8 -47.8 k -7.8 22.1 18.5 in 0.0000 0.0000 0.0000 • • •• • • • • •••• • . • • .• • • . • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • •• • • • • • • • •• • • •••• • • • Page 38 Title : Dsgnr: Description : Scope: Job # Date: 11:11AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 9 9 frehling residence calcs.ecw:Calculations Description 1 B-5 (8x22.5) General Information .... ate,:• . Span Depth Width Beam Weight Added Internally 20.67 ft 22.500 in 8.000 in fc 5,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 7 2.25 in #2 2 7 20.25 in Rebar @ Left End of Beam... Count Size d' from Top #1 2 7 2.25 in #2 2 7 20.25 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 7 2.25 in 7 20.25 in #2 2 Load Factoring Uniform Loads #1 Summary Dead Load 0.391 k Live Load 0.352 k Short Term k Start 0.000 ft End 20.670 ft tea. Span = 20.67ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Depth = 22.50in 75.21 k -ft 103.28 k -ft 12.23 k 41.91 k 0.220 int 0.000 3.445 10.125 10.125 12.226 9.781 6.890 Not Req'd 4.890 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 10.335 Not Req'd 4.774 13.780 Not Req'd 4.774 Beam Design OK -0.2688 in 9.62 k .••• • • 9.62 k•••••• • • • •• • • • • 13.�i/5' •20.6'70 ft NbfRdcrd 10.T25 in • •9.694 •102.1110 k • • • • • • Bending & Shear Force Summary •••• • •• •••• • • • • ••tea •••aviu, Eq. E.3•••,• 27.81 IS -ft • • • 0.00 k -ft • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 103.28 k -ft 103.28 k -ft 103.28 k -ft Vn*Phi 41.91 k 41.91 k Mu, Eq. C-1 75.21 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. CO 12.23 k 12.11 k Mu, Eq. C-2 56.41 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-2 9.17 k 9.08 k dao lc. . • .Vu, Eq: •• • 4.51It•• 4.484. • • • • • • Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in at 0.0000 in at 0.0000 in at Left 5.979 k 9.617 k 9.617 k 0.0000 ft 0.0000 ft 0.0000 ft Ca) Riaht 5.979 k 9.617 k 9.617 k Downward -0.0833 in at 10.3350ft -0.2688 in at 10.3350ft -0.2688 in at 10.3350ft Page 39 • Title : Dsgnr: Description : Scope : Job # Date: 11:11AM, 26 FEB 14 Description Concrete Rectangular & Tee Beam Design 1 B-5 (8x22.5) Page 2 frehling residence calcs.ecw:Calculations Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.985 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 1.200 OK Left End 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.985 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 0.000 OK Right End 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.9847 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 0.000 OK Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr=7.5*Pc^.5 Z:Cracking Eff. Flange Width 5.140 in 7,593.75 in4 2,405.52 in4 4,030.5 ksi 530.330 psi 112.943 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 29.83 k -ft 49.69 k -ft 0.600 49.69 k -ft 0.600 3,527.805 in4 3,527.805 in4 ACI Factors (per ACI 318-02, applied intemally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add'! "1.4" Factor for Seismic Add'! "0.9" Factor for Seismic • • • • •••• • • • •• • • • • • • •• •• • • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • • •• • •••• • •••• 1.400 0.900 Page 40 • • • • • • • • • • • i • • • IB -6 1 8"x22-1/2" W/2#7 T&B AND #3 STIRRUPS @ 10" D2= 45 psf L2= 40 psf B= 11.00 ft Wd= 490 pif WI= 440 pif L= 20.17 ft See attached calcs Rd= 6959 Ib RI= 4437 Ib A= 0.25 in Amax= 0.50 in O.K. IB -4 8"x22-1/2" W/2#9 T&B AND #4 STIRRUPS @ 10" D2= 45 psf L2= 40 psf B= 2.00 ft Wd= 89 pif WI= 80 pif Reaction from 1B-5 Pd= Reaction from stair 6108 Ib @ 4.58 ft PI= 3638 Ib Reaction from 1B-6 Pd= Bstair= 3.92 ft Wd= 245 plf WI= 118 plf Pd= 2448 Ib @ 4.25 ft PI= 1175 Ib 6959 lb @ 5.83 ft PI= 4437 Ib L= 22.17 ft See attached calcs Rd= 15157 Ib RI= 7994 Ib A= 0.46 in Amax= 0.55 in O.K. • • • • • • •• • • • • • • • • ••• •• • • •.•• •. • • • • •• •• • •••• • •• • • • • • • •• •• •• • • • • • • • • • • , • • • • • •• • •••. • • • •••• Page 41 Title : Dsgnr: Description : Scope: Job # Date: 11:13AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 1 B-6 (8x22.5) General Information Span Depth Width Beam Weight Added Internally 20.17 ft 22.500 in 8.000 in rc Fy Concrete Wt. Seismic Zone 5,000 psi 60,000 psi 150.0 pcf 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count #1 2 #2 2 Size 'd' from Top 7 2.25 in 7 20.25 in Rebar @ Left End of Beam... Count Size d' from Top #1 2 7 2.25 in #2 2 7 20.25 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 7 2.25 in 7 20.25 in #2 2 Load Factoring Uniform Loads #1 Dead Load 0.490 k Span = 20.17ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Live Load 0.440 k Depth = 22.50in 77.14 k -ft 103.28 k -ft 12.85 k 41.91 k 0.220 in2 0.000 3.362 10.125 10.125 12.851 10.281 Short Term k 6.723 Not Req'd 5.140 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 10.085 Not Req'd 5.018 13.447 Not Req'd 5.018 Start 0.000 ft End 20.170 ft Beam Design OK • -D.3272 ire ••,�• • • • •• 1'1.27 k.e • • T1.27 k •• •• •••. •. • • ?8!ac8 •20.179 ft .i 26. .10.126 in •101.1489 :Tr./129sk •• • • • • • • Bending & Shear Force Summary • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 103.28 k -ft 103.28 k -ft 103.28 k -ft Vn*Phi 41.91 k 41.91 k Mu, Eq. C-1 77.14 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 12.85 k 12.73 k Mu, Eq. C-2 57.86 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -s 9.64 k 9.55 k • • • • 3'1.01 k -ft • • • 0.0Q R -R• 0400101 Vu, Eq. C-: 5.17 k 5.12 k • • Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in at 0.0000 in at 0.0000 in at 0 Left 6.833 k 11.270 k 11.270 k 0.0000 ft 0.0000 ft 0.0000 ft Ca) Right 6.833 k 11.270 k 11.270 k . Downward . -0.1084 in at 10.0850ft -0.3272 in at 10.0850ft -0.3272 in at 10.0850ft Page 42 • sem... �, �:,� � � .� r •- 0.750 Factor for sari a jG • 1.4p4 • . • • 0.900 Add"I "0.9.F.dictql for Seisinic . 0.900 , • 1.300 ••�•••• • Title : Dsgnr: Description : Scope : Job # Date: 11:13AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 trebling residence calcs.ecw:Calculations Description 1B-6 (8x22.5) Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.985 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 1.200 OK Left End 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.985 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 0.000 OK Riaht End 2.480 in 1.984 in 67.456 k 4.582 k -72.000 k 11.9847 in 8.989 in 9.588 in 244.488 k 66.900 k 311.388 k 5.190 in2 0.000 OK Additional Deflection Calcs Neutral Axis [gross [cracked Elastic Modulus Fr = 7.5 * fc^.5 Z:Cracking Eff. Flange Width 5.140 in 7,593.75 in4 2,405.52 in4 4,030.5 ksi 530.330 psi 129.159 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) Ms(DL+LL+ST) 29.83 k -ft 56.83 k -ft 0.525 56.83 k -ft 0.525 3,155.962 in4 3,155.962 in4 ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 ACI C-2 Group Factor 1.600 ACI C-3 Dead Load Factor 1.200 ACI C-3 Short Term Factor 1.200 • • • • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • • • • .• • • •••• • • • Page 43 Title : Dsgnr: Description : Scope : Job # Date: 11:14AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description IB -4 (8x22.5) General Information Span Depth Width Beam Weight Added Internally 22.17 ft 22.500 in 8.000 in Pc 5,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 9 2.25 in #2 2 9 20.25 in Rebar @ Left End of Beam... Count Size d' from Top #1 2 9 2.25 in #2 2 9 20.25 in Rebar @ Right End of Beam... Count #1 2 #2 2 Size 9 9 d' from Top 2.25 in 20.25 in Uniform Loads Dead Load #1 0.089 k Concentrated Loads Live Load 0.080 k Short Term k Start 0.000 ft End 22.170 ft #1 #2 #3 Summary Dead Load 6.108 k 2.448 k 6.959 k Live Load 3.638 k 1.175 k 4.437 k Short Term k k Span = 22.17ft, Width= 8.00in Depth = 22.50in Maximum Moment : Mu 147.65 k -ft Allowable Moment : Mn*phi 168.00 k -ft Maximum Shear : Vu 30.04 k Allowable Shear : Vn*phi 59.25 k Shear Stirrups... Stirrup Area @ Section 0.390 in2 Region 0.000 3.695 Max. Spacing 10.125 10.125 Max Vu , 30.037 29.140 7.390 Not Req'd 5.991 Maximum Deflection Location 4.588 ft• • • • • 4.25041t• • •' k ' • •' . 5.830& • •' • • • • •• •• • Beam Design OAC Max Reaction @ Left Max Reaction @ Right 11.085 Not Req'd 5.991 14.780 Not Req'd , 9.375 • •••• •• • • • • • • • • •••• •• 0.5407 • in ••� • • • • '623.01 k' . . .9.66 k • • • • • • • • • • • • $8.475 10.125 11.087 221•74O•ft • • .'W125 in 11.984 k Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 168.00 k -ft 168.00 k -ft 168.00 k -ft Vn*Phi 59.25 k 59.25 k Mu, Eq. C-1 147.65 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 30.04 k 11.98 k Mu, Eq. C-2 110.74 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-: 22.53 k 8.99 k Mu, Eq. C-3 64.18 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 13.10 k 5.52 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at Left 15.019 k 23.012 k 23.012 k • 22.1700 ft 22.1700 ft 22.1700 ft Right 6.626 k 9.656 k 9.656 k . Downward . -0.3379 in at 10.1095ft -0.5406 in at 10.0208ft -0.5407 in at 10.0208ft Page 44 Title : Dsgnr: Description : Scope : Job # Date: 11:14AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description IB -4 (8x22.5) Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta " Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta " Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 3.050 in 2.440 in 82.960 k 37.139 k -120.000 k 11.985 in 8.989 in 9.588 in 244.488 k 111.500 k 355.988 k 5.933 in2 2.000 OK Left End 3.050 in 2.440 in 82.960 k 37.139 k -120.000 k 11.985 in 8.989 in 9.588 in 244.488 k 111.500 k 355.988 k 5.933 in2 0.000 OK Richt End 3.050 in 2.440 in 82.960 k 37.139 k -120.000 k 11.9847 in 8.989 in 9.588 in 244.488 k 111.500 k 355.988 k 5.933 in2 0.000 OK Additional Deflection Calcs Neutral Axis !gross (cracked Elastic Modulus Fr = 7.5`fc^.5 Z:Cracking Z:cracking > 145 : Interior Only ! Eff. Flange Width 6.095 in 7,593.75 in4 3,699.83 in4 4,030.5 ksi 530.330 psi 159.948 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 29.83 k -ft 109.70 k -ft 0.272 109.88 k -ft 0.271 3,778.138 in4 3,777.747 in4 ACI Factors (per ACI 318-02, applied intemally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST " : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"' "1.4" Factor for Sd s iq • 1.4Qa.••• Add"! "0.!3' actcZr for Seijnic • 0.900 • • • • • • • •• •• • • • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • •••• • •••• Page 45 • • • • • •• • • • • 1 TRB - TRANSFER AT GRIDLINE D: 8"x30" W/ 4#8 T&B (2 -LAYERS) AND #4 13" STIRRUPS. F'c=5ksi TRB C2, MEM 111111•11 TERRACE Ya.9' X \T�1 2rol floor rraming + CHU + Ra+r beam + Roof Pram' iT J 223' ,r4NOPT 29.0' Load from terrace= Load from canopy= Self weight= 2nd floor + roof uniform Toads: Dt= Lt= B= Wdt= Wit= Dc= Lc= B= Wdc= WIc= 125 psf 60 psf 7.39 ft 924 plf 443 plf 63 psf 30 psf 2.88 ft 180 plf 86 plf 375 plf • • • •••• • • • • •• • • • • • • • • •• •• • Load from roof beam= 133 paf•� �� • • •• • • ••••• •• •• • • Load from cmu 2nd floor= 47714••: • • •• •• • • Load from 2nd floor= D2= 45:psf L2= 40:psf •• • • B= 11.09 ft' •••� • •••• Wd2= 493 plf WI2= 443 plf Load from roof= Dr= 28 psf Lr= 30 psf B= 17.42 ft Wdr= 488 plf WIr= 523 plf Wd= WI= 1591 Ib 966 Ib Page 46 Toads span 1= 0' to 8.88' Wd= 1478 plf WI= 530 plf 8.88' to 29' Wd= 2146 plf WI= 1052 plf 667 523 loads span 2= Wd= 1966 plf WI= 966 plf Conc. Loads - tie columns above= 983 Ib L1= L2= 29.00 ft 17.85 ft See attached calcs. Reaction at columns= R1d= 21140 Ib R1I= 8680 Ib @ COL C7 R2d= 66060 Ib R21= 30160 Ib @ COL SC2 R3d= 9090 Ib R31= 4300 Ib @ COL C2 A= 0.67 in Amax= 0.73 in O.K. .. •. • • • •••• • • • ..• • • • • .. .. • • • •••• .. • • • • • • • ••••• • .. • • • • .... • • • • • • • • • • • . • • .. • •••• • • • Page 47 Title : Dsgnr: Description : Scope : Job # Date: 11:41AM, 18 MAR 14 Description Multi -Span Concrete Beam TRB (8x30) Transfer beam at gridline D Page 1 frehling residence calcs.ecw:Calculations .! Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description b... e..... e... .. ,_. Span ft 29.00 17.85 Beam Width in 8.00 8.00 Beam Depth in 30.00 30.00 End Fixity Pin -Pin Pin -Pin Reinforcing Center Area 3.14in2 3.14in2 Bar Depth 27.50in 27.50in Left Area 3.14in2 3.14in2 Bar Depth 2.50in 2.50in Right Area 3.14in2 3.14in2 Bar Depth 2.50in 2.50in Loads Using Live Load This Span ?? Yes Yes Dead Load k/ft 1.478 1.966 Live Load k/ft 0.530 0.966 Dead Load k/ft 0.667 Live Load k/ft 0.523 Start ft 8.880 0.000 End ft 29.000 0.000 Point #1 DL k 0.983 0.983 •• •••••• •••• LL k •• • •• • • • •• • @ X ft 8.880 1.000 • • • • • Point #2 DL k 0.983 0.983 ° ° LL k • °••° • °°• • • • •• • @X ft 22.500 6.880 •••• • •° • Point #3 DL k 0.983 • • ° ° LL k °° °° ° • @ X ft 0.000 11.000 • • • ° ° • Results Beam OK Beam OK • _. _ • • Mmax @ Cntr @X= Mn *Phi Max © Left End Mn * Phi Max @ Right End Mn *Phi k -ft ft k -ft k -ft k -ft k -ft k -ft Shear @ Left k Shear @ Right k 270.90 12.37 346.95 0.00 346.95 -326.81 346.95 Bending OK 39.25 72.07 40.52 13.33 . 346.95 -326.81 346.95 0.00 346.95 Bending OK 55.45 17.79 Page 48 Title : Dsgnr: Description : Scope : Job # Date: 11:41AM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description TRB (8x30) Transfer beam at gridline D Reactions & Deflections DL @ Left k 21.14 66.06 LL @ Left k 8.68 30.16 Total @ Left k 29.82 96.22 DL @ Right k 66.06 9.09 LL @ Right k 30.16 4.30 Total @ Right k 96.22 13.39 Max. Deflection in -0.667 0.061 @X= ft 13.15 4.40 Inertia : Effective in4 9,669.12 9,669.12 Shear Stirrups Stirrup Rebar Area in2 0.400 0.400 Spacing © Left in 13.75 13.75 Spacing @ .2*L in 13.75 13.75 Spacing @ .4*L in Not Req'd 13.75 Spacing @ .6*L in 13.75 Not Req'd Spacing @ .8*L in 13.75 Not Req'd Spacing © Right in 6.88 Not Req'd uery Values Location Moment k -ft Shear k Deflection in 0.00 0.00 -0.0 -326.8 39.3 55A 0.0000 0.0000 •••• • • • • •••• • • • •• • • • • • • •• •• • • • • • • •••• •• • • • • • • • • •••• • •• • • • • .• • • • • • • • • • • • • • ••• • • • • • • • • •• • •••• • • • Page 49 4 f 1B-8 12"x15-1/2" W/ 2#8 T&B AND #4 STIRRUPS @ 6" D= 92.50 psf L= 30 psf B= 11.33 ft Wd= 1048 plf WI= 340 plf span= 17.25 ft see attached calcs A= 0.43 in Amax= 0.43 in o.k. .••. • • • • •••• • • • • •• • • • r • • •• •• •• • • • • •••• •• • • • • r • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • Page 50 • Title : Dsgnr: Description : Scope: Job # Date: 11:16AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw.Calculations Description IB -8 (12x15.5) Span Depth Width Beam Weight Added Internally 17.25 ft 15.500 in 12.000 in fc 5,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Size 'd' from Top 8 2.38 in 8 13.12 in Count #1 2 #2 2 Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 8 2.38 in #2 2 8 13.12 in Rebar @ Right End of Beam... Count #1 2 #2 2 Size 8 8 'd' from Top 2.38 in 13.12 in Load Factoring Uniform Loads #1 Dead Load 1.048 k Summary Live Load 0.340 k Short Term k Start 0.000 ft End 17.250 ft Span = 17.25ft, Width= 12.00in Depth = 15.50in Maximum Moment : Mu 75.66 k -ft Allowable Moment : Mn*phi 86.23 k -ft Maximum Deflection Maximum Shear : Vu 15.44 k Max Reaction @ Left Allowable Shear : Vn*phi 59.73 k Max Reaction @ Right Shear Stirrups... Stirrup Area @ Section 0.400 in2 Region 0.000 2.875 5.750 8.625 11.500 •Id.% :T7.2g0.ft Max. Spacing 6.560 6.560 Not Req'd Not Req'd Not Req'd 60.550 • 6.500 in Max Vu 15.439 11.790 5.895 5.754 5.754 •4 4.649 •15.298 k Beam Design OK -0.5804 in •••• • • •••• :3.64 k • • 13.64 k•••• • .• • • • • • • • • Bending & Shear Force Summary •• •• • ••••,i• Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mn*Phi 86.23 k -ft 86.23 k -ft 86.23 k -ft Vn*Phi 59.73 k 59.73 k Mu, Eq. C-1 75.66 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 15.44 k 15.30 k 0.0000 in at 0.0000 in at 0.0000 in at Cad Left 10.710 k 13.643 k 13.643 k 0.0000 ft 0.0000 ft 0.0000 ft Mu, Eq. C-2 56.74 k -ft 0.00 k -ft 0.00 k -ft Vu,‘Eq. C -S 11.58 k 11.47 k na Right 10.710 k 13.643 k 13.643 k • • • • • •• • u, Eq. F-3 • 42.57 title .00 k -ft 0.0:? ft' Vu, EQ.t•--! 8.48 k 8.41 k . Downward . -0.4169 in at 8.6250ft -0.5804 in at 8.6250ft -0.5804 in at 8.6250ft Page 51 • • • • • Title : Dsgnr: Description : Scope: Job # Date: 11:16AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description IB -8 (12x15.5) Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.355 in 1.884 in 96.084 k 0.000 k -96.259 k 7.765 in 5.824 in 6.212 in 237.606 k 74.568 k 312.174 k 5.203 in2 3.160 OK Left End 2.355 in 1.884 in 96.084 k 0.000 k -96.259 k 7.765 in 5.824 in 6.212 in 237.606 k 74.568 k 312.174 k 5.203 in2 0.000 OK Right End 2.355 in 1.884 in 96.084 k 0.000 k -96.259 k 7.7649 in 5.824 in 6.212 in 237.606 k 74.568 k 312.174 k 5.203 in2 0.000 OK Additional Deflection Calcs Neutral Axis Igross (cracked Elastic Modulus Fr=7.5*Pc^.5 Z:Cracking Z:cracking > 175: No Good! Eff. Flange Width 3.850 in 3,723.88 in4 1,229.74 in4 4,030.5 ksi 530.330 psi 196.720 k/in 12.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 21.24 k -ft 58.83 k -ft 0.361 58.83 k -ft 0.361 1,347.021 in4 1,347.021 in4 ACI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"I "1.4" Factor for Seigryic• 1.400 0.900 Add"! "0.9" Factor for Saigivip.' 1.300 o.9D8•••• • • • • •• • • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • • •• •• • • • • • • • • • • • • • • • • • • • •• • •••• • • • Page 52 1B-7 ! 1B-9 8"x22-1/2" W/2#6 T&B AND #3 STIRRUPS @ 10" D= 92.50 psf L= 30 psf B= 8.17 ft Wd= 756 plf WI= 245 plf span= 17.25 ft see attached calcs A= 0.11 in Amax= 0.43 in o.k. 1B-13: 8"x22-1/2" W/2#7 T&B AND #3 STIRRUPS @ 11" D= 67.50 psf L= 30 psf B= 3.00 ft Wd= 203 plf W1= 90 plf span= 29.92 ft see attached calcs A= 0.58 in Amax= 0.75 in W= -58.05 psf Wd= 203 plf Ww= -174 plf see attached calcs A= 0.47 in Amax= 0.75 in o.k. o.k. • • • •• •••• • • • e .. • • • • •• • • • •. •• . • •.•J •. • • • • • • • • •••• • • •• • • •• •• • • •• • • • • • • • • • •. • • • •••• Page 53 a • • • Title : Dsgnr: Description : Scope: Job # Date: 11:17AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description IB -7 / IB -9 (8x22.5) General Information Span Depth Width Beam Weight Added Internally 17.25 ft 22.500 in 8.000 in f'c Fy Concrete Wt. Seismic Zone 5,000 psi 60,000 psi 150.0 pcf 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 2.40 in #2 2 6 20.10 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 2.40 in #2 2 6 20.10 in Rebar @ Right End of Beam... Count Size #1 2 6 #2 2 6 'd' from Top 2.40 in 20.10 in Load Factoring Uniform Loads #1 Dead Load 0.756 k Live Load 0.245 k Short Term k Start 0.000 ft End 17.250 ft Summary Span = 17.25ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Depth = 22.50in 56.69 k -ft 76.72 k -ft 10.62 k 41.77 k 0.220 in2 0.000 2.875 10.050 Not Req'd 10.622 8.834 5.750 Not Req'd 4.417 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 8.625 Not Req'd 4.312 11.500 Not Req'd 4.312 Beam Design OK • • •-u,1637 in • • • • •• • • • • • • •0.25 k •• •• • •0.25 k • •••• • • • 14.37.5. N$t�Req'd• 8iZ9 •• • • • • • •• •17.250 ft •1b!0900in 10.517 k •• • • • • • . • Bending & Shear Force Summary •• • • •••• Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mn*Phi 76.72 k -ft 76.72 k -ft 76.72 k -ft Vn*Phi 41.77 k 41.77 k Mu, Eq. C-1 56.69 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 10.62 k 10.52 k 0.0000 in at 0.0000 in at 0.0000 in at @ Left 8.138 k 10.251 k 10.251 k 0.0000 ft 0.0000 ft 0.0000 ft Mu, Eq. C-2 : • idyr, Eq. e-3 42.52 k -ft • • • 31.58'1, -ft • 0.00 k -ft O.OLLkft 0.00 k -ft 0.00 k -ft Vu, Eq. C -'s 7.97 k 7.89 k Cat Right 8.138 k 10.251 k 10.251 k Vu, Eq. C 2 5.92 k 5.86 k . Downward -0.0870 in at 8.6250ft -0.1637 in at 8.6250ft -0.1637 in at 8.6250ft Page 54 • • • • Title : Dsgnr: Description : Scope : Job # Date: 11:17AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description IB -7 / IB -9 (8x22.5) Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.200 in 1.760 in 59.840 k 0.000 k -59.760 k 11.896 in 8.922 in 9.517 in 242.677 k 49.060 k 291.737 k 4.862 in2 1.760 OK Left End 2.200 in 1.760 in 59.840 k 0.000 k -59.760 k 11.896 in 8.922 in 9.517 in 242.677 k 49.060 k 291.737 k 4.862 in2 0.000 OK Right End 2.200 in 1.760 in 59.840 k 0.000 k -59.760 k 11.8959 in 8.922 in 9.517 in 242.677 k 49.060 k 291.737 k 4.862 in2 0.000 OK Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Eff. Flange Width 4.595 in 7,593.75 in4 1,811.40 in4 4,030.5 ksi 530.330 psi 139.386 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 29.83 k -ft 44.21 k -ft 0.675 44.21 k -ft 0.675 3,588.241 in4 3,588.241 in4 ACI Factors (per ACI 318-02, applied intemally to entered loads) •••• ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 ACI C-2 Group Factor 0.750 Add"I '1.;F.-ct•' for Sei4nic • 1.400 Add"! '0.g;;gc4gr for Shcqipie • 1.600 ACI C-3 Dead Load Factor 0.900 1.600 ACI C-3 Short Term Factor 1.300 1.100 •••• •• • • • . • • •••• . •• • • • • •. •• • • • • • • • • • • • • • • • • .••• • 0.94x•• Page 55 • • • • • • • • . . Title : Dsgnr: Description : Scope: Job # Date: 11:18AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 1B-13 D+L (8x22.5) General Information Span Depth Width Beam Weight Added Internally 29.92 ft 22.500 in 8.000 in fc Fy Concrete Wt. Seismic Zone End Fixity 5,OQ0 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 7 2.31 in #2 2 7 20.19 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 7 20.31 in #2 2 7 20.19 in Rebar @ Right End of Beam... Count Size 'd' from Top 7 2.31 in 7 20.19 in #1 2 #2 2 Load Factoring Uniform Loads #1 Dead Load 0.203 k Summary Live Load 0.090 k Short Term k Start 0.000 ft End 29.920 ft Span = 29.92ft, Width= 8.00in Depth = 22.50in Maximum Moment : Mu 78.30 k -ft Allowable Moment : Mn*phi 103.02 k -ft Maximum Shear : Vu 9.30 k Allowable Shear : Vn*phi 19.42 k Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Maximum Deflection Max Reaction @ Left Max Reaction @ Right Beam Design OK • • ;4717 in •••• •• • • • 7.19 k•••••: • 7.19 k • • •••• •• • 0.220 in2 •••••• • •••• 0.000 4.987 9.973 14.960 19.947 .4.�. a9.92p ft Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not q d• Not Req'd•in 9.295 7.034 3.517 3.433 3.433 • •6.95b • 9.211 k • • • • • • • • its • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 103.02 k -ft 194.34 k -ft 103.02 k -ft Vn*Phi 19.42 k 19.42 k Mu, Eq. C-1 78.30 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 9.30 k 9.21 k Mu, Eq. C-2 58.72 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1' 6.97 k 6.91 k .1V�, Eq. a-3 • . • 39.33.li- • • • 0.(ft 0.00 k -ft Vu, Eq. 4.67 k 4.63 k • • Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL+LL+ST+[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at 0 Left 5.842 k 7.188 k 7.188 k • 29.9200 ft 29.9200 ft 29.9200 ft 0 Right 5.842 k 7.188 k 7.188 k . Downward . -0.3427 in at 14.9600ft -0.4717 in at 14.9600ft -0.4717 in at 14.9600ft Page 56 A Description Title : Dsgnr: Description : Scope: Job # Date: 11:18AM, 26 FEB 14 Concrete Rectangular & Tee Beam Design 1B-13 D+L (8)(22.5) Page 2 frehling residence calcs.ecw:Calculations Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.520 in 2.016 in 68.544 k 3.600 k -72.000 k 11.949 in 8.962 in 9.559 in 243.763 k 66.900 k 310.663 k 5.178 in2 1.200 OK Left End 5.290 in 4.232 in 143.888 k 0.000 k -144.000 k 12.020 in 9.015 in 9.616 in 245.212 k 0.000 k 245.212 k 4.087 in2 0.000 OK Right End 2.520 in 2.016 in 68.544 k 3.600 k -72.000 k 11.9492 in 8.962 in 9.559 in 243.763 k 66.900 k 310.663 k 5.178 in2 0.000 OK Additional Deflection Calcs Neutral Axis Igross !cracked Elastic Modulus Fr=7.5*Pc^.5 Z:Cracking Eff. Flange Width 5.140 in 7,593.75 in4 3,931.94 in4 4,030.5 ksi 530.330 psi 124.861 Win 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 29.83 k -ft 53.77 k -ft 0.555 53.77 k -ft 0.555 4,557.287 in4 4,557.287 in4 ACI Factors .. ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 •••• . 3 .:,• ,:_ • Add"I "1.4".F.attc for Seisjnic • 1.400 • • Add"I Faclor for S21snnie • 0.9QQ• • • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • •••• Page 57 j IB -11 1 8"x16" W/2#6 T&B AND #3 STIRRUPS @ 8" D2= 27 psf L2= 30 psf B= 7.08 ft Wd= 188 pif WI= 213 pif Span= 9.17 ft See attached calcs Rd= RI= 1473 Ib 977 Ib A= 0.008 in Amax= 0.23 in O.K. 1B-15: 12"x18" W/2#6 T&B AND #3 STIRRUPS @ 9" D= 36 psf L= 15 psf B= 1.67 ft Wd= Wi= 61 plf 25 plf span= 29.67 ft see attached calcs A= 0.58 in Amax= 0.74 in see attached calcs A_ ' 0.29 in Amax= 0.74 in Rd= RI= 4160 Ib 336 Ib o.k. o.k. • • •••• • •• • ••• • • • • • ••• •. •• • • • •••• •• • • • .• • •••• • •• • • •• •• • . • • • • • • • • • • • . •• • • • •• • •••• • • • ••.. Page 58 Title : Dsgnr: Description : Scope: Job # Date: 11:53AM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 1 B-1 1 (8"x1 6") Span Depth Width Beam Weight Added Internally 9.17 ft 16.000 in 8.000 in fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term 5,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 13.75 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 2.25 in 2 6 13.75 in #2 Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 13.75 in Load Factoring Uniform Loads Dead Load #1 0.188 k Summary Live Load 0.213 k Short Term k Start 0.000 ft End 9.170 ft Span = 9.17ft, Width= 8.00in Depth = 16.00in Maximum Moment : Mu 7.64 k -ft Allowable Moment : Mn*phi 51.45 k -ft Maximum Shear : Vu Allowable Shear : Vn*phi 13.22 k Shear Stirrups... Stirrup Area @ Section 0.220 int Region 0.000 1.528 Max. Spacing Not Req'd Not Req'd Max Vu 2.505 2.238 2.50 k 3.057 Not Req'd 1.119 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 4.585 Not Req'd 1.092 6.113 Not Req'd 1.092 Bending & Shear Force Summary Beam Design OK -0.0077 in 2.45 k•••••• •••2.45 k •••• • • • • • • • •• •• • .A1.421, 9.1.70 ft • • Not fjgq;d N4tJ eq jt in • • • 2.2110 • 24478•k •'� • M •'•'• • • • • • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 51.45 k -ft 51.45 k -ft 51.45 k -ft Vn*Phi 13.22 k 13.22 k Mu, Eq. C-1 7.64 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 2.50 k 2.48 k Mu, Eq. C-2 5.73 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-: 1.88 k 1.86 k u, Eq. -3 • • • 3.04 It -ft • • 0.00 k4t • • QDQ k it• �••� ;Vu, Eq. •••••• • •• • • • Deflection • Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in at 0.0000 in at 0.0000 in at Left 1.473 k 2.450 k 2.450 k 0.0000 ft 0.0000 ft 0.0000 ft Ccs Right 1.473 k 2.450 k 2.450 k Downward -0.0046 in at 4.5850ft -0.0077 in at 4.5850ft -0.0077 in at 4.5850ft Page 59 Title : Dsgnr: Description : Scope : Job # Date: 11:53AM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description 1 B-11 (8"x16") Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.138 in 6.103 in 6.510 in 166.010 k 44.596 k 210.606 k 3.510 in2 1.760 OK Left End 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.138 in 6.103 in 6.510 in 166.010 k 44.596 k 210.606 k 3.510 in2 0.000 OK Riaht End 2.120 in 1.696 in 57.664 k 0.000 k -57.495 k 8.1378 in 6.103 in 6.510 in 166.010 k 44.596 k 210.606 k 3.510 in2 0.000 OK Additional Deflection Calcs Neutral Axis [gross [cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Eff. Flange Width 3.695 in 2,730.67 in4 787.90 in4 4,030.5 ksi 530.330 psi 26.157 k/in 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 15.08 k -ft 5.62 k -ft 2.686 5.62 k -ft 2.686 2,730.667 in4 2,730.667 in4 ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.600 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 0.900 Add"! "0.9" Factor for Seisjrjii • 1.300 • • • • •••• • • • •• • • • • • • •• •• 0.900 �• • • • • •••• •• • • • 0 • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • •• • • • • • • • • •• • •••• • • Page 60 Title : Dsgnr: Description : Scope: Job # Date: 12:51 PM, 12 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 1B-15 General Information Span Depth Width Beam Weight Added Internally 29.67 ft 18.000 in 12.000 in rc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term 5,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 15.75 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 15.75 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 2.25 in #2 2 6 15.75 in Load Factoring Uniform Loads #1 Dead Load 0.061 k Summary Live Load Short Term 0.025 k k Start 0.000 ft End 20.670 ft Span = 29.67ft, Width= 12.00in Depth = 18.00in Maximum Moment : Mu 39.91 k -ft Allowable Moment : Mn*phi 61.65 k -ft Maximum Shear : Vu Allowable Shear : Vn*phi 22.72 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 4.945 Max. Spacing Not Req'd Not Req'd Max Vu 5.030 3.666 5.03 k 9.890 Not Req'd 1.756 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 14.835 Not Req'd 1.756 19.780 Not Req'd 2.019 Bending & Shear Force Summary Beam Design OK -0.2917 in 4.50 k •••• • • 3.96 k•••••• • • • •• • • • • • • •• •• 29.6.70 ft Not Req'd in i $•436•k No •24401:2•5t . •• •••• •••••• • • • • • • • . •• •••• • • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 61.65 k -ft 61.65 k -ft 61.65 k -ft Vn*Phi 22.72 k 22.72 k Mu, Eq. C-1 39.91 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 5.03 k 4.44 k Mu, Eq. C-2 29.93 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -s 3.77 k 3.33 k •• •?Iu,Eq. e-3 27.22 l‘ -ft • • • Q00 k -fit 0:000144• • • • •Vu, Eq. C-.1 •• • 3.41R•• y..t?k • • • • • • • Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 in at 0.0000 in at an Left 4.160 k 4.496 k 4.496 k • 29.6700 ft 29.6700 ft 29.6700 ft Richt 3.777 k 3.957 k 3.957 k . Downward . -0.2307 in at 14.7163ft -0.2917 in at 14.7163ft -0.2914 in at 14.7163ft Page 61 • Title : Dsgnr: Description : Scope: Job # Date: 12:51 PM, 12 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence caics.ecw:Calculations Description 1B-15 Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 1.785 in 1.428 in 72.828 k 0.000 k -72.744 k 9.321 in 6.991 in 7.457 in 285.236 k 48.180 k 333.416 k 5.557 in2 1.760 OK Left End 1.785 in 1.428 in 72.828 k 0.000 k -72.744 k 9.321 in 6.991 in 7.457 in 285.236 k 48.180 k 333.416 k 5.557 in2 0.000 OK Right End 1.785 in 1.428 in 72.828 k 0.000 k -72.744 k 9.3214 in 6.991 in 7.457 in 285.236 k 48.180 k 333.416 k 5.557 in2 1.760 OK Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr=7.5*Pc".5 Z:Cracking Eff. Flange Width 3.430 in 5,832.00 in4 1,131.27 in4 4,030.5 ksi 530.330 psi 141.392 k/in 12.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 28.64 k -ft 32.50 k -ft 0.881 32.48 k -ft 0.882 4,348.776 in4 4,353.208 in4 ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.600 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add'! "1.4" Factor for Seismic 0.900 Add"l "0.9" Factor for Seismic 1.300 ••••• • • • •••• • • • •• • • • • • • •• • •• • 1.400 0.900 •• • • • •••• •• • • • • • • • • •••• • •• • • • •• •• • • • • • • • • • • • • • •• • • • • • •• • •••• • • • •••• Page 62 1B-16: 12"x18" W/3#8 T&B AND #4 STIRRUPS @ 7" F'c=7 ksi D= 36 psf D= 73 psf L= 15 psf L= 30 psf B= 1.67 ft B= 3.33 ft Wd= 61 plf Wd= 241 plf WI= 25 pif WI= 100 plf Total uniform dead load= 302 plf Total uniform live load= 125 pif span= 29.67 ft see attached calcs A= 0.73 in Amax= 0.74 in Rd= RI= 7406 Ib 1684 Ib o.k. 1B-14: 12"X18" W/ 3#10 T&B AND #4 @ 7" F'c=7 ksi L1= L2= 13.92 ft 10.42 ft Reaction from 1B-16 Reaction from 1B-15 Wself= 225 pif • • Pd= 7406 Ib @ 6.58' cantilever ▪ •••• PI= 16841b • • • • •• •• •• • • Y • Pd= 4160 Ib @ 10.42' cantilever ,••••, ••, •• • • •••• • •• PI= 336 1b • • A= 1.14 in Cantilever end to be 1/2" cambered Rd1= -5930 Ib Rd2= 22970 Ib RI1= RI2= -1050 Ib 3070 Ib • • • •• •• • • • • • • • •• • • • • • • ,• • •• • •••• • • • •••• Page 63 Title : Dsgnr: Description : Scope : Job # Date: 12:55PM, 12 FEB 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 1B-16 General Information Span Depth Width Beam Weight Added Internally 29.67 ft 18.000 in 12.000 in Pc Fy Concrete Wt. Seismic Zone End Fixity 7,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 3 8 2.25in #2 3 8 15.75 in Rebar @ Left End of Beam... Count Size d' from Top #1 3 8 2.25 in #2 3 8 15.75 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 3 8 2.25 in #2 3 8 15.75 in Load Factoring Uniform Loads #1 Dead Load 0.302 k Live Load 0.125 k Span = 29.67ft, Width= 12.O0in Depth = 18.00in Maximum Moment : Mu 80.56 k -ft Allowable Moment : Mn*phi 155.24 k -ft Maximum Shear : Vu Allowable Shear : Vn*phi 26.88 k Shear Stirrups... Stirrup Area @ Section 0.390 in2 Region 0.000 4.945 Max. Spacing Not Req'd Not Req'd Max Vu 10.494 7.531 10.49 k Short Term k 9.890 Not Req'd 3.381 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 14.835 Not Req'd 3.381 19.780 Not Req'd 4.818 Start 0.000 ft End 20.670 ft Beam Design OK -0.7342 in 9.09 k 6.41 k • • • • • • • • • 24.725 Nagata • •9(!90 • • •29.670ift Not Mgt!'in 7.970 k •• • • Bending & Shear Force Summary •••• •. • • • • • • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 155.24 k -ft 155.24 k -ft 155.24 k -ft Vn*Phi 26.88 k 26.88 k Mu, Eq. C-1 80.56 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 10.49 k 7.67 k Mu, Eq. C-2 60.42 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-2 7.87 k 5.75 k Deflection ••••amu, Eq. C-3 . •••••• qs-s -?t• 0.00 k -ft • • • 0.00II-ft • •Vu,E4cvi• • ••• 905 k ••• • 4.61t..• • •••• • • ••• • • • • Deflections... Upward DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 in at 0.0000 in at @ Left 7.406 k 9.090 k 9.090 k • 29.6700 ft 29.6700 ft 29.6700 ft an Right 5.512 k 6.412 k 6.412 k Downward -0.5230 in at 14.5976ft -0.7341 in at 14.5976ft -0.7342 in at 14.5976ft Page 64 Title : Dsgnr: Description : Scope: Job # Date: 12:55PM, 12 FEB 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description 1 B-16 Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.590 in 1.813 in 129.448 k 12.966 k -142.200 k 9.321 in 6.991 in 6.525 in 349.414 k 125.729 k 475.142 k 7.919 in2 2.370 OK Left End 2.590 in 1.813 in 129.448 k 12.966 k -142.200 k 9.321 in 6.991 in 6.525 in 349.414 k 125.729 k 475.142 k 7.919 in2 0.000 OK Rioht End 2.590 in 1.813 in 129.448 k 12.966 k -142.200 k 9.3214 in 6.991 in 6.525 in 349.414 k 125.729 k 475.142 k 7.919 in2 2.370 OK Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Eff. Flange Width 4.600 in 5,832.00 in4 2,260.66 in4 4,769.0 ksi 627.495 psi 98.802 Win 12.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 33.88 k -ft 63.33 k -ft 0.535 63.36 k -ft 0.535 2,807.671 in4 2,807.024 in4 ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.600 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 • • •• • • • •••• • • • • •• • • • • • • • • •• •• • • •••• •• • • • • •••• • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • Page 65 Title : Dsgnr: Description : Scope: Job # Date: 1:03PM, 12 FEB 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description IB -14 General Information Fy fc 60,000.0 psi 7,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth 13.92 10.42 12.00 12.00 18.00 18.00 Pin -Pin Pin -Free 3.68in2 3.68in2 15.37in 15.37in 3.68in2 3.68in2 2.63in 2.63in 3.68in2 3.68in2 2.63in 2.63in Loads Using Live Load This Span ?? Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X 1i/ft k/ft k k ft k k ft No Yes 0.225 0.225 7.406 1.684 0.000 6.580 4.160 0.336 0.000 10.420 Results Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k 0.00 0.00 223.38 0.00 223.38 -148.48 223.38 Bending OK 8.79 12.55 0.00 0.00 223.38 -148.48 223.38 0.00 223.38 Bending OK 19.92 0.00 • • • • •••• • • • •• • • • • • • • •• •• •• • • • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • • •• • • Reactions & Deflections • • • •••• • •• . •••• . DL @ Left k -5.93 22.97 LL @ Left k -1.05 3.07 Total @ Left k -6.97 26.04 DL @ Right k 22.97 0.00 LL @ Right k 3.07 0.00 Total @ Right k 26.04 0.00 Max. Deflection in 0.171 -1.138 @ X = ft 8.17 10.42 Inertia : Effective in4 2,897.86 2,897.86 Page 66 Title : Dsgnr: Description : Scope : Job # Date: 1:03PM, 12 FEB 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description IB -14 Shear Stirrups Stirrup Rebar Area in2 0.390 0.390 Spacing @ Left in Not Req'd 7.69 Spacing @ .2*L in Not Req'd 7.69 Spacing @ .4*L in Not Req'd 7.69 Spacing @ .6*L in Not Req'd 7.69 Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Query Values Location ft Moment k -ft Shear k Deflection in 0.00 0.0 -8.8 0.0000 0.00 -148.5 19.9 0.0000 • • • • •••• • • • • •• • • • • • • • • •• •• • • •••• •• • • • 0 • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • •• ••••,•• • • • • • • • • •• • •••• • • • Page 67 STEEL COLUMN TS AT CANTILEVER SLAB: HSS 4X4X1/2" STEEL ASTM A500 GR. B Reaction from 1B-14 Sgt= 1.67 Fy= 46000 psi Ag= 6.02 int Allowable tension load= Pd= -5930 Ib PI= -1050 Ib -6980 Ib 165820 Ib o.k. WELDED CONNECTION AT TOP AND BASE PLATES tw= 0.19 in teff= 0.13 in Aw= 1.6 in2 PaII= 33411 Ib Applied force= 6980 Ib o.k. CONNECTION TO CONCRETE: EMBEDDED PLATE 1/2"X8" X 0'-8" LG. (4)1/2" DIAM. HILTI AWS D1.1 GR. B STUDS Pd= 5930 Ib PI= 1050 Ib Pult= 8796 Ib See attached calcs •••• • • • •••• • • • • •• to • •• • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • •• •• • • • • • • • • • • • • , • • • • • • • • •• • •••• • • Page 68 www.hilti.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 2/12/2014 Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] AWS D1.1 GR. B 1/2 hef= 4.724 in. design method ACI 318 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x 1, x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in. x 0.500 in. uncracked concrete, 5000, fb' = 5000 psi; h = 18.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no z 0 PW • • • • • •• • •••• • • •••• .•• • • •••• • • • • ••• •• •: • • •• • • • • • • • • • • •• •• • • • • • • ••• 40 • • •-e 0 _ • $ • • • • • • • • •• • •••• • • • •• • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 69 • www.hilti.us 1•111'T1 Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 2/12/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 1 2199 0 2 2199 0 3 2199 0 4 2199 0 Shear force x 0 0 0 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 8796 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension Toad Load Nua [Ib] Shear force y 0 0 0 0 Capacity 4,N„ [Ib] �3 04 Tension 01 02 Utilization 13N = Steel Strength* Pullout Strength* Concrete Breakout Strength** Concrete Side -Face Blowout, direction ** 2199 2199 8796 N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Naa = n Aae,N futa Ito Newel Z Nua Variables n ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (D-1) Aso,' [in 2] 'ruts [psi] 1 Calculations N. [Ib] 12740 Results N. [Ib] 12740 0.20 CI:osteel 0.750 , 65000 4, Nu [Ib] 9555 Nue [Ib] 2199 9555 23089 14549 N/A 24 10 61 N/A • • • • • •• • • .••• • • •••• • • •• • • • • • •� • • • • • • •• • Status OK OK OK N/A ••• • • • •••• • • • • . •• •• �• • • •• • • • • • • • • • • • • • • .• • • • •••• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 70 www.hilti.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3 2/12/2014 3.2 Pullout Strength NPN yn,p Np Np = 8 Abrg fc NpN Z Nua Variables MVc,p 1.400 ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Ab,g [in.2] Calculations Np [Ib] 23560 Results N. [Ib] 32984 0.59 oficoncrete 0.700 fc [psi] 5000 Npn [Ib] 23089 3.3 Concrete'`Breakout Strength Ncbg _ `ANcDI Wec,N Yed,N lllcp,N Nb 1b Ncbg Z Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 lJlec,N Wed,N l4Jcp,N Nb = 9 hef 1 1+2eN 51.0 3 he = 0.7 + 0.3 \ Ca,nunef / 5 1.0 `1.5h = MAX ca,min 1..(5hef < 1.0 Cac ' "ac =k�AX hef5 Variables het [in.] 2.667 ec1,N [in.] 0.000 Nua [Ib] 2199 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) •••• • • • • •••• • • • • •• • • • • ec2,N [in.] Ca,min [in•] Wc,N • • • • 0.000 4.000 1.250 • • can [in.] kc a, fa [psi] 0.000 24 1 5000 Calculations ANG [in?] ANCO [in.2] Wecl,N Wec2,N 144.00 64.00 1.000 1.000 Results Nebg [Ib] oficoncrete 4) Ncbg [Ib] Nua [Ib] 20785 0.700 14549 8796 Yed,N 1.000 • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • Wcp14 • 1.040 • • • • •• • • • . •• •Nb [Ib} 93/d" . •••• • • •••• Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 71 www.hilti.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 2/12/2014 4 Shear Toad Load V. [Ib] Capacity 4,V„ [Ib] Utilization pv = V1 4,V„ Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction *" N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! •••• • • • •••• • • • • .• • • • •• • • • •• • • • • •••• •• • • • • • • •••• • •• • • • • •• . • • • • • • • • • • :. •• • • • • • • •• • •••• • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 72 www.hilti.us Profis Anchor 2.42 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 2/12/2014 6 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 4.000 x 4.000 x 0.500 in. Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required y Anchor type and diameter: AWS D1.1 GR. B, 1/2 Installation torque: -0.009 in.Ib Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 6.537 in. Coordinates Anchor in. Anchor x y c_x c+x c -y c+y 1 -2.000 -2.000 4.000 8.000 4.000 2 2.000 -2.000 8.000 4.000 4.000 3 -2.000 2.000 4.000 8.000 8.000 4 2.000 2.000 8.000 4.000 8.000 x • •• • • • • • • • •• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 73 l 2.000 o 0 0 4 0 0 0 `7 • • • • •• • • •••• • • •••• • 0 • • •• • • •g ••. • co o o N mei • • • •• •• • • • • •• • • • • •••• • 2••• • • • • • • • • • • •• • 2.000 4.000 2.000 • • t t Coordinates Anchor in. Anchor x y c_x c+x c -y c+y 1 -2.000 -2.000 4.000 8.000 4.000 2 2.000 -2.000 8.000 4.000 4.000 3 -2.000 2.000 4.000 8.000 8.000 4 2.000 2.000 8.000 4.000 8.000 x • •• • • • • • • • •• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 73 www.hilti.us Profis Anchor 2.42 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 2/12/2014 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. •••• • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • •• •• • • • • • • • • • • • • • • • • • • • •• • • • • •••• • • • •••• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 74 Framing second floor for elevator opening 2-2x12 Southern Pine No. 2 Loads: DL= 45.00 psf LL= 40.00 psf B= 8.20 ft Self weight= Wd= 377.3 plf WI= 327.9 plf L= 5.50 ft M= 2698 Ib -ft Fb= 975.00 psi Cd= 0.90 Fbadj= 1009 psi E= 1600000 psi Eadj= 1656000 psi Sreq= 32.09 in3 8.40 plf _> S2 -2x12= 63.28 in3 o.k. 12-2x12= 355.96 in3 CI= 1.00 A= 0.02 in Lallowable= 0.18 in o.k. 32381 in -Ib Ct= 1.00 Cr= 1.15 ... . . .... . . . • ..• . . . • Rd= 1061 Ib • • • • ..• .. RI= 902 Ib . 04100 .. • .. . . .... . .. . . . •• • • ▪ • ▪ ....1. • • • • . .. • .... • 00,0 Page 75 • • • • • • • • • ' 5" CONC. ROOF SLAB AT MAIN ENTRANCE: #5 (a 12" E.W. (F'c=5 KSI) L= 6.08 ft D= 68 psf L= 30 psf W= -58.05 psf See attached calcs. 7" CONC. ROOF SLAB AT OUTDOOR DINING: #5 (W 8" E.W. (F'c=5 KSI) L= 17.33 ft D= 93 psf L= 30 psf W= -58.05 psf See attached calcs. 8" CONC. ROOF SLAB AT TERRACE: #5 p 8" E.W. (F'c=5 KSI) L= 22.17 ft Dt= 125 psf L= 60 psf See attached calcs. .. • • •••• • • .. .. • • • • ... .. • • • • • • .. • . • • .... • . • •• • • • .. • •••• • Page 76 • • • • • • • • • • Title : Dsgnr: Description : Scope : Job # Date: 2:54PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 trebling residence calcs.ecw:Calculations %•. Description 5" CANOPY AT MAIN ENTRANCE - D+L Span Depth Width Beam Weight Not Added 6.08 ft 5.000 in 12.000 in Pc 5,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 1 5 2.50in #1 Rebar @ Left End of Beam... Count Size 'd' from Top #1 1 5 2.50 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 1 5 2.50 in Load Factoring Uniform Loads #1 Dead Load Live Load 0.068 k 0.030 k Summary Short Term k Start 0.000 ft • End 6.080 ft Span = 6.08ft, Width= 12.00in Depth = 5.00in Maximum Moment : Mu 0.60 k -ft Allowable Moment : Mn*phi 3.21 k -ft Maximum Shear : Vu 0.37 k Allowable Shear : Vn*phi 3.61 k Shear Stirrups... Stirrup Area @ Section 0.310 in2 Region 0.000 1.013 Max. Spacing Not Req'd Not Req'd Max Vu 0.369 0.265 2.027 Not Req'd 0.132 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 3.040 Not Req'd 0.129 4.053 Not Req'd 0.129 Beam Design OK -0.0060 in 0.30 k 0.30 k •••• • • • • • 7: p.080 ft Nclt !go Not Re d Bending & Shear Force Summary •••• •• • • • • • • ••••Ik;• Bending... @ Center © Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 3.21 k -ft 3.21 k -ft 3.21 k -ft Vn*Phi 3.61 k 3.61 k Mu, Eq. C-1 0.60 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 0.37 k 0.37 k Mu, Eq. C-2 0.45 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-. 0.28 k 0.27 k .• u, Eq. a-3 • • O,28 k -it 0.0..0 ••• lart i}• 0.001i -ft • • • Wu, Eqq• C -"c • 0.7,7.16•• •••• 0.1716 ••••• • • • •• .. • Deflection . • •• • Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in at 0.0000 in at 0.0000 in at @ Left 0.207 k 0.298 k 0.298 k 6.0800 ft 6.0800 ft 6.0800 ft O Right 0.207 k 0.298 k 0.298 k . Downward -0.0041 in at 3.0400ft -0.0060 in at 3.0400ft -0.0060 in at 3.0400ft • • Page 77 Title : Dsgnr: Description : Scope : Job # Date: 2:54PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 frehling residence calcs.ecw:Calculations Description 5" CANOPY AT MAIN ENTRANCE - D+L Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center Left End Riaht End 0.455 in 0.455 in 0.455 in 0.364 in 0.364 in 0.364 in 18.564 k 18.564 k 18.564 k 0.000 k 0.000 k 0.000 k -18.600 k -18.600 k -18.600 k 1.480 in 1.110 in 1.184 in 45.276 k 0.000 k 45.276 k 0.755 in2 0.310 OK 1.480 in 1.110 in 1.184 in 45.276 k 0.000 k 45.276 k 0.755 in2 0.000 OK 1.4796 in 1.110 in 1.184 in 45.276 k 0.000 k 45.276 k 0.755 in2 0.000 OK Additional Deflection Calcs Neutral Axis !gross (cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Z:cracking > 175: No Good! Eff. Flange Width 0.800 in 125.00 in4 8.49 in4 4,030.5 ksi 530.330 psi 0.000 k/in 12.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 2.21 k -ft 0.45 k -ft 4.880 0.45 k -ft 4.880 125.000 in4 125.000 in4 ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"! "1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 •••• • • • • • • • • •• • • • • • • • • •• • • • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • • • • • • •• • • •••• • • • Page 78 Title : Dsgnr: Description : Scope : Job # Date: 2:57PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 1 frehling residence calcs.ecw:Calculations Description 7" CANOPY AT OPEN DINING - D+L General Information Span Depth Width Beam Weight Not Added 17.33 ft 7.000 in 16.000 in fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with 5,000 psi 60,000 psi 150.0 pcf 0 Pinned -Pinned Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 5 3.50in #1 Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 5 3.50 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 5 3.50 in Uniform Loads #1 Dead Load 0.093 k Summary Live Load 0.030 k Short Term k Start 0.000 ft End 17.330 ft Span = 17.33ft, Width= 16.00in Depth = 7.00in Maximum Moment : Mu 5.99 k -ft Allowable Moment : Mn*phi 8.91 k -ft Maximum Shear : Vu Allowable Shear : Vn*phi 6.73 k Shear Stirrups... Stirrup Area @ Section 0.310 int Region 0.000 2.888 Max. Spacing Not Req'd Not Req'd Max Vu 1.339 0.929 1.34 k 5.777 Not Req'd 0.465 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 8.665 Not Req'd 0.454 11.553 Not Req'd 0.454 Beam Design OK -0.1354 in 1.07 k 1.07 k • • "402• Not Re 'd • Bending & Shear Force Summary •••• •••• •• 17.330 ft Notgileq;d , ?.5213 • • • • Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflection Mn*Phi 8.91 k -ft 8.91 k -ft 8.91 k -ft Vn*Phi 6.73 k 6.73 k Mu, Eq. C-1 5.99 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-1 1.34 k 1.33 k Deflections... . Upward DL + [Bm Wt] 0.0000 in at DL + LL + [Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... a Left DL + [Bm Wt]] 0.806 k DL + LL + [Bm Wt] 1.066 k DL + LL + ST + [Bm Wt] 1.066 k • 17.3300 ft 17.3300 ft 17.3300 ft Mu, Eq. C-2 4.49 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -i 1.00 k 1.00 k as Right 0.806 k 1.066 k 1.066 k •••R1u, Eq. 0-3 •• 3.14 k -f 0ptikktft • 0.00 k -ft • • •• •• • • • Iu, Eq. C • • 0:4415.k• 0k.. •••• • • • • • •• • . Downward . -0.1024 in at 8.6650ft -0.1354 in at 8.6650ft -0.1354 in at 8.6650ft • • • • • • • Page 79 Title : Dsgnr: Description : Scope: Job # Date: 2:57PM, 18 MAR 14 Concrete Rectangular & Tee Beam Design Page 2 tenting residence calcs.ecw:Calculations Description 7" -CANOPY AT DINING - D+L Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 0.680 in 0.544 in 36.992 k 0.000 k -37.200 k 2.071 in 1.554 in 1.657 in 84.514 k 0.000 k 84.514 k 1.409 in2 0.620 OK Left End 0.680 in 0.544 in 36.992 k 0.000 k -37.200 k 2.071 in 1.554 in 1.657 in 84.514 k 0.000 k 84.514 k 1.409 in2 0.000 OK Riaht End 0.680 in 0.544 in 36.992 k 0.000 k -37.200 k 2.0714 in 1.554 in 1.657 in 84.514 k 0.000 k 84.514 k 1.409 in2 0.000 OK Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Z:cracking > 175: No Good! Eff. Flange Width 1.150 in 457.33 in4 32.75 in4 4,030.5 ksi 530.330 psi 0.000 k/in 16.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 5.77 k -ft 4.62 k -ft 1.251 4.62 k -ft 1.251 457.333 in4 457.333 in4 ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic • 1.400 0.900 • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• •• • • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • • •••• • Page 80 • • • . • • .... • • • ... •• •• • .. • ••• •• ••• • • • • • : . • • • • .1 • ••• • 1 • • ▪ • • •• •• • • • ▪ . ..• •• •. • • ••• ••▪ • ••• • .. •• • •. •.• •• • -. • • • . . • • • • • •• • • • • •.. •• • • ••• • • • ••• •• •' • • • - •• ••'. • • • •• • • • • • • • • ••• • • • • • • • • • • • • • ••.• • • • ••• • ••• • • • • • • • • • •• •• • • • • .• • • • • •-• . _.• • • • • • • ••• • • • • • • • • • • ••• ••• ••• • •• • _• • •• ••• •. • • • • • • • • • • ••• • • • • •• • •. • • • • ••• • • • s • • • • • • •• `_......• • • • • • • • • • • • N CO a) coc 0 25,0 25.0 250 25. 25. 25.E 25,0 25.9,''. 25.0 25.0 25. 25.0 • • ••• • • • •••. •• •• • • • •• •• • •• • • • 0 •• ••• • • • • • • • ••• • • • • 0 . • •. • • • •_. • • ••• • •• • • • ••• • ••• • • • • • • • • • •• •• • • • • • •'. • • • • • • •••' • • • • • • • • • • ••• •r• ••• • ••_• • • •• • • .• • • • • • • 'r • ••• • • • '• •• • rr^s ♦'. • • •• • • • •• • •- • • • ••• •• ••• •• • • 60.0 60,0, 60.0 60.0 60 0 60.0 60.0 • • ... • . . ... .. .. • • .:.. .. . • . . •• • • . . . • • • • • . ' . 0 '. • ... • • • . • * • • • .. .. • • • . 1. • . 0 _. . . __.. • • • 0 . • • ... • • • . • . ... ... ... • .. • •. • .. ... r.. • .. (. . . . . • • • • ....... . . • .. • . 0. •. ;. . 1, . i. . . . ... .. 11, e,r` lditi FlexurelAn lS[iearha .. ;;" ? k. Strip Station - ConcWidth FTopCombo : FTopMoment FTopArea FTopAMIn FBotCombo'. FBotMoment FBotArea FBotAMin AxialForce VCombo VForce VArea Status GiobaiX Molter( Layer Text ft ft Text kip -ft in2 1n2 Text kip -ft 1n2 in2 kip Text : kip 1n2(ft Text ft ft Text CSA4 0 0.6667 DCONU2 -0.8902 0.0289 0.1152 DCONU2 0.1136 0.0037 0 0.026 DCONU2 0.047 0 OK 0.9483 0 A 1584 0.5 0.6667 DCONU2 -1.14 0.037 0.1728 DCONU2 0.5499 0.0178 0.1152 0.036 DCONU2 0.058 0 OK 1.4483 0 A CSA4 3.7525 1 DCONU2 -1.1075 0.0359 0.1728 DCONU2 0.2196 0.0071 0 0.336 DCONU2 0.02 0 OK 4.7008 0 A CSA4 7.005 1 DCONU2 -1.2564 0.0408 0.1728 DCONU2 0.0881 0 0 0.609 DCONU2 0.032 0 OK 7.9533 0 A CSA4 10.2575 1 DCONU2 -1.1145 0.0362 0.1728 DCONU2 0.0205 0 0 0.34 DCONU2 0.095 0 OK 11.2058 0 A 1584 13.51 0.6667 DCONU2 -0.87 0.0282 0.1728 DCONU2 0.0807 0.004 0 -0.124 DCONU2 0.095 0 OK 14.4583 0 A CSA4 14.01 0.6667 DCONU2 -1.0317 0.0365 0.1152 DCONU2 0.1081 0.0065 0 -0.281 DCONU2 0.47 0 OK 14.9583 0 A 1584 14.51 0.6667 DCONU2 -0.5963 0.0193 0.1728 DCONU2 0.1362 0.0053 0 -0.085 DCONU2 0.47 0 OK 15.4583 0 A CSA4 17.3488 1 DCONU2 -0.6641 0.0215 0.1728 DCONU2 0.1857 0.006 0 0.17 DCONU2 0.074 0 OK 18.2971 0 A CSA4 20.1875 0 DCONU2 -0.9251 0.03 0.1728 DCONU2 0.0032 0 0 0.083 DCONU2 0.266 0 OK 21.1358 0 A CSA4 21.1875 0 0 0 0 0 0 0 0 0 0 OK 22.1358 0 A CSAS 0 0 0 0 0 0 0 0 0 0 0 OK 22.1358 22.125 A CSA5 1 0 DCONU2 -0.8905 0.0297 0.1728 DCONU2 0.098 0 0 -0.074 DCONU2 0.062 0 OK 21.1358 22.125 A C585 4.2058 1 DCONU2 -1.1001 0.0406 0.1728 DCONU2 0.1983 0.0113 0 -0.457 DCONU2 0.079 0 OK 17.93 22.125 A CSAS 7.4117 1 DCONU2 -1.239 0.0419 0.1728 DCONU2 0.2526 0.0099 0 -0.16 DCONU2 0.022 0 OK 14.7242 22.125 A CSA5 10.6175 1 DCONU2 -1.2367 0.0403 0.1728 DCONU2 0.1279 0.0042 0 -0.009992 DCONU2 0.022 0 OK 11.5183 22.125 A C585 13.8233 0.6667 DCONU2 -0.946 0.0319 0.1728 DCONU2 0.011 0 0 -0.112 DCONU2 0.049 0 OK 8.3125 22.125 A CSAS 14.8233 0.6667 DCONU2 -0.9965 0.0328 0.1152 DCONU2 0.0951 0.0035 0 -0.038 DCONU2 0.309 0 OK 7.3125 22.125 A CSAS 15.8233 0.6667 DCONU2 -0.5687 0.0187 0.1728 DCONU2 0.1409 0.0055 0 -0.092 DCONU2 0.309 0 OK 6.3125 22.125 A 1585 18.9796 1 DCONU2 -0.4653 0.0161 0 DCONU2 0.6708 0.0228 0.1728 -0.096 DCONU2 0.507 0 OK 3.1563 22.125 A CSA5 22.1358 1 DCONU2 -1.9765 0.065 0.1728 DCONU2 0.0035 0 0 -0.066 DCONU2 0.507 0 OK 0 22.125 A 1581 0 0 0 0 0 0 0 0 0 0 0 OK 22.1358 22.125 8 0581 1.5 0 DCONU2 -0.7317 0.0266 0.1728 DCONU2 0.1088 0.004 0 0.269 DCONU2 0.05 0 OK 22.1358 20.625 B 1501 3.6717 1 DCONU2 -1.3164 0.048 0.1728 DCONU2 0.0515 0 0 0.202 DCONU2 0.05 0 OK 22.1358 18.4533 B CSBI 5.8433 0.6667 DCONU2 -0.5453 0.0198 0.1728 DCONU2 0.1762 0.0074 0 -0.082 DCONU2 0.373 0 OK 22.1358 16.2817 B 1581 6.3433 0.6667 DCONU2 -1.1367 0.0443 0.1152 DCONU2 0.1134 0.0069 0 -0.227 DCONU2 0.373 0 OK 22.1358 15.7817 B 1581 6.8433 0.6667 DCONU2 -1.0582 0.0386 0.1728 DCONU2 0.1339 0.0062 0 -0.107 DCONU2 0.044 0 OK 22.1358 15.2817 8 15131 10.4138 1 DCONU2 -1.2233 0.0446 0.1728 DCONU2 0.1556 0.0056 0 0.656 DCONU2 0.002243 0 OK 22.1358 11.7113 B au 13.9842 1 DCONU2 -1.0012 0.0365 0.1728 DCONU2 0.1768 0.0064 0 0.594 DCONU2 0.03 0 OK 22.1358 8.1408 B 1581 17.5546 1 DCONU2 -1.0598 0.0386 0.1728 DCONU2 0.2311 0.0084 0 0.162 DCONU2 0.108 0 OK 22.1358 4.5704 B 1581 21.125 0 DCONU2 -0.6541 0.0238 0.1728 DCONU2 0.1074 0.0039 0 -0.003684 DCONU2 0.052 0 OK 22.1358 1 B CSB1 22.125 0 0 0 0 0 0 0 0 0 0 OK 22.1358 0 8 • • • • •••• • • • • •• • • • • • • • • •• ••• •• •• • • • • •••• •• • • • • T • • • •••• • •• • • • • •• •• • • • • • • • • • • • •• • • • • • • • • •• • •••• • • • Page 85 t TABLE. =No DiSpia Panel Node OutputCase CaseType " Ux Uy Uz Rx Ry Rz MaxUzRel GlobaiX GlobalY Text Text Text Text in in in Radians Radians Radians in ft ft 1 ^'134 DEAD LinStatic 0 0 -0.0865 0 0 0 0.086567 0.9483 9.7658 2 "'80 DEAD LinStatic 0 0-0.02889 0 0 0 0.036061 0 15.7817 3 ^'68 DEAD LinStatic 0 0-0.17211 0 0 0 0.172074 7.3125 9.7658 4 "'82 DEAD LinStatic 0 0-0.11744 0 0 0 0.116465 7.3125 15.7817 5 ^'69 DEAD LinStatic 0 0-0.17407 0 0 0 0.173524 11.1354 9.7658 6 "'83 DEAD LinStatic 0 0-0.12298 0 0 0 0.122504 11.1354 15.7817 7 -70 DEAD LinStatic 0 0-0.12749 0 0 0 0.127129 14.9583 9.7658 8 ^'84 DEAD LinStatic 0 0-0.09226 0 0 0 0.091923 14.9583 15.7817 1 '"134 LIVE LinStatic 0 0-0.03544 0 0 0 0.03565 0.9483 9.7658 2 "8O LIVE LinStatic 0 0-0.01102 0 0 0 0.01757 0 15.7817 3 -68 LIVE LinStatic 0 0-0.08095 0 0 0 0.0811 7.3125 9.7658 4 ^82 LIVE LinStatic 0 0 -0.0555 0 0 0 0.056051 7.3125 15.7817 5 -69 LIVE LinStatic 0 0-0.08285 0 0 0 0.08271 11.1354 9.7658 6 -83 LIVE LinStatic 0 0-0.05861 0 0 0 0.058505 11.1354 15.7817 7 -70 LIVE LinStatic 0 0-0.06088 0 0 0 0.060878 14.9583 9.7658 8 -84 LIVE LinStatic 0 0-0.04409 0 0 0 0.044102 14.9583 15.7817 1 -134 DCONU1 Combinatic 0 0 -0.1211 0 0 0 0.121193 0.9483 9.7658 2 -80 DCONU1 Combinatic 0 0-0.04045 0 0 0 0.050486 0 15.7817 3 -68 DCONU1 Combinatic 0 0-0.24095 0 0 0 0.240903 7.3125 9.7658 4 -82 DCONU1 Combinatic 0 0-0.16442 0 0 0 0.163051 7.3125 15.7817 5 -69 DCONU1 Combinatic 0 0 -0.2437 0 0 0 0.242934 11.1354 9.7658 6 -83 DCONU1 Combinatic 0 0-0.17217 0 0 0 0.171506 11.1354 15.7817 7 "70 DCONU1 Combinatic 0 0-0.17849 0 0 0 0.177981 14.9583 9.7658 8 -84 DCONU1 Combinatic 0 0-0.12916 0 0 0 0.128692 14.9583 15.7817 1 -134 DCONU2 Combinatic 0 0 -0.1605 0 0 0 0.16092 0.9483 9.7658 2 -80 DCONU2 Combinatic 0 0 -0.0523 0 0 0 0.071385 0 15.7817 3 -68 DCONU2 Combinatic 0 0-0.33605 0 0 0 0.336249 7.3125 9.7658 4 -82 DCONU2 Combinatic 0 0-0.22974 0 0 0 0.228596 7.3125 15.7817 5 -69 DCONU2 Combinatic 0 0-0.34144 0 0 0 0.340549 11.1354 9.7658 6 -83 DCONU2 Combinatic 0 0-0.24135 0 0 0 0.240613 11.1354 15.7817 7 -70 DCONU2 Combinatic 0 0-0.25039 0 0 0 0.24996 1•ll9583 9.7658 8 -84 DCONU2 Combinatic 0 0-0.18124 0 0 4 0.169871 P!9933 15!/8S1' :•• 1 -134 COMB1 Combinatic 0 0 -0.12194 0 0 0.0.122.217 • i%48,: 9.7658• 2 -80 COMB1 Combinatic 0 0 -0.03991 0 0 C•GYY !631 •• •0 15.1!!V•• 3 -68 COMB1 Combinatic 0 0 -0.25306 0 0 C•r 2 174 7.11.25 958.•: 4 X82 COMB1 Combinatic 0 0 -0.17295 0 0 p' 15,1.•7%813 : •7.31% 15.'1817 • 5 -69 COMB1 Combinatic 0 0 -0.25692 0 0 0 e? 6224 •11.13%4 9556:8 •• 6 "83 COMB1 Combinatic 0 0-0.18159 0 0 9,4%10009 .x044 15.7817 7 -70 COMB1 Combinatic 0 0 -0.18837 0 0 Q•Qi1$§007 •14.9.583 9.765• 8 X84 COMB1 Combinatic 0 0-0.13634 0 0 4 00.3025 4,14.953 15d§4,7i:• • • • • • • • • •• • •••• • • • Page 86 COLUMNS: TS1 HSS 8X4X5/8 STEEL ASTM A500 GR. B ANALYSIS FOR GRAVITY LOADS: Reaction from 1B-14 Pd= 22970 Ib PI= 3070 Ib Reaction from TRB Pd= 66060 Ib Pl= 30160 Ib Total load= 122260 Ib Allowable load in compression: ANALYSIS FOR LATERAL LOADS: 89030 Ib 33230 Ib 175000 Ib o.k. B= 23.42 ft Calculated wind pressure= 59 psf Wh= H= 1382 plf 10.1 ft M= 17454 lb -ft Fy= 46000 psi Fb= 27545 psi Sreq= 7.60 in3 S8x4x5/8= 20.50 in3 o.k. E= 29000000 psi 1= 82.00 in4 def= 0.13 in def allow= 0.25 in Reaction at supports: o.k. Rh= 6945 Ib COLUMN TS1 BASE PLATE: PL 3/4"X6"X10" W/ (4) 1/2" DIAM. HILTI AWS D1.1 GR. B STUDS • • • • .•.. • • . •• . • . • .. .. •• . B= 6.00 in •. N= 10.00 in •••• •• • • • d= 8.00 in • b= 4.00 in . . •• m= 1.00 in •• •• • nT 1.00 in • • • • • • I= 1.00 in Pa= 122260 Ib (required strength) •• • Fy= 36000 psi • • • • )3.33P F BN tmin= 0.43 in t= 0.75 in O.K. Anchors capacity check up: see attached calculations Page 87 Title : Dsgnr: Description : Scope : Job # Date: 2:59PM, 18 MAR 14 Steel Column Page 1 frehiing residence calcs.ecw:Calculations Description TS1 HSS 8X4X5/8 General Information Steel Section HSS8X4X5/8 Column Height 10.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 10.000 ft 10.000 ft X -X Sidesway : Restrained Y -Y Sidesway : Restrained Kxx Kyy 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load Summary 89.03 k 33.23 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.000 in Section : HSS8X4X5/8, Height = 10.00ft, Axial Loads: DL = 89.03, LL = 33.23, ST = Unbraced Lengths: X -X = 10.00ft, Y -Y = 10.00ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Dead 0.4191 0.2757 Column Design OK 0.00k, Ecc. = 0.000in Live DL + LL 0.1564 0.5755 0.1029 0.3786 DL + ST + (LL if Chosen) 0.4327 0.2847 Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1-6] Fb:xx : Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:yy : Allow [F1-7] & [F1-8] fb : yy Actual Dead 18.16 ksi 7.61 ksi 27.60 ksi 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi 0.00 ksi Live DL + LL DL + Short 18.16 ksi 18.16 ksi 24.15 ksi 2.84 ksi 10.45 ks•i •10�15' �Csi • • • 27.60 ksi 27.60 ksi• • • 161.71• kV 27.60 ksi 27.60 kgi • 36'71 RSI 0.00 ksi 0.00 ksi.... •0i00 Iasi • • • • • 27.60 ksi 27.60 ksi • • • 36.71' Rsi 27.60 ksi 27.60 ksi • • 1611• :Csi •• •• • 0.00 ksi 0.00 ksi 0.0% ksi •• • • • • • • Analysis Values •• • 1•••• v.. F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 72,680 psi 23,577 psi 96,665 psi 31,357 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:, DIALI; Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST 0.000 in at •01,00 •••• 1.00 1.00 1.00 0.000 ft Page 88 •••••• Title : Dsgnr: Description : Scope: Job # Date: 2:59PM, 18 MAR 14 Page 2 frehling residence calcs.ecw:Calculations Description TS1 HSS 8X4X5/8 Section Properties HSS8X4X5/8 Depth Web Thick Width Flange Thick Area Rt 8.000 in 0.581 in 4.000 in 0.581 in 11.70 in2 2.000 in Weight boc I yy Sxx Syy Rxx Ryy Section Type = HSS-Rectan 39.74 #/ft 82.000 in4 26.600 in4 20.500 in3 13.300 in3 2.640 in 1.510 in Values for LRFD Design.... J 70.300 in4 Cw Zx Zy 28.70 in6 27.400 in3 16.600 in3 0.000 ••. • • • • • •••• • • • • a. • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • • •• •• • • • • • • • • • • • ' • • • • • • • • • •• • •••• • • • Page 89 C7 8"x33.25" W/ 8#6 Reaction from 1B-14 Reaction from TRB C2 8"x33.5" W/ 8#6 Reaction from TRB TC3 L -SHAPED W/ 10#6 Reaction RB -17 Pd= Reaction RB -1 Pd= Ac= As= 0.0105 o.k. 421 int 4.4 in2 TC3A L -SHAPED W/ 10#6 Reaction RB -17 Pd= Reaction RB -1 Pd= Ac= As= 0.0138 o.k. 320 in2 4.4 in2 Pd= 22970 Ib PI= Pd= 21140 Ib PI= 3070 Ib 8680 Ib 44110 Ib 11750 Ib Pd= 9090 Ib PI= 4300 Ib 5081 Ib 3398 Ib PI= PI= 3597 Ib 2553 Ib 8479 Ib 6150 Ib 5081 Ib 3398 Ib PI= PI= 3597 Ib 2553 Ib 8479 Ib 6150 Ib • .•. • • • • •••• • • • • • • . • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • • •• •• • • • • • • • • • B• • • • • • • • • • •• • •••• • • • Page 90 Title : Dsgnr: Description : Scope : Job # Date: 2:46PM, 18 MAR 14 Rectangular Concrete Column Page 1 frehling residence calcs.ecw:Calcuiations Description COLUMN C7 (8"X33.25") General Information Width 33.250 in Depth 8.000 in Rebar: 4- # 6 d = 2.250 in 4- # 6 d = 5.750 in Pc 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Together Total Height Unbraced Length Eff. Length Factor Column is BRACED 10.100 ft 10.100 ft 1.200 Axial Loads Summary Dead Load 44.110k Live Load 11.750 k Short Term k Eccentricity in 33.25 x 8.00in Column, Rebar: 446 @ 2.25in, 446 @ 5.75in ACI C-1 ACI C-2 Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M -critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced 71.73 k 78.20 k 666.93 k 666.93 k 5.02 k -ft 0.840 in 1.00 0.840 in 5.02 k -ft 1,061.39 k 301.33 k 4.045 in 5.47 k -ft 0.840 in 1.00 0.840 in 5.47 k -ft 1,061.39 k 301.33 k 4.045 in Column is OK ACI C-3 39.70 k 666.93 k 2.78 k -ft 0.840 in 1.00 0.840 in 2.78 k -ft 1,061.39 k 301.33 k 4.045 in Slenderness Actual k Lu / r 60.600 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El/1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Ea. C-1 7.9050 in 0.6500 34.0000 0.7379 0.6000 1,316.05 614.05 0.1558 1.0000 0.840 0.840 ••*• •• ��.� • •• �R•.• 4,030.5 ksi • •4eta • • 0.800 • ACI Ea. C-2 7.9050 in 0.6500 34.0000 0.7897 0.6000 1,278.00 596.30 0.1749 1.0000 0.840 0.840 •••4 I.Ea. C-3••'•. • ' 7 9050 in , • x.••0.6500 „ • • • • 100000 • • • .6. 1.0000 ` " • • • 46000 •• '1'143.59 ' •••••9'83.58 e • • 60992 • • • .1.0000 • ' ' 840 in 0.840 lg.:, • • • • • ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"' "1.4" Factor for Seismic 1.400 0.900 Add"! "0.9" Factor for Seismic 0.900 1.300 Page 91 • Title : Dsgnr: Description : Scope: Job # Date: 2:47PM, 18 MAR 14 Rectangular Concrete Column Page 1 frehling residence calcs.ecw:Calculations Description COLUMN C2 (8"X33.5") General Information Width 33.500 in Depth 8.000 in Rebar: 4- # 6 d = 2.000 in 4- # 6 d = 6.000 in Pc 5,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Together Total Height Unbraced Length Eff. Length Factor Column is BRACED 10.100 ft 10.100 ft 1.200 Axial Loads Dead Load 9.090 k Live Load 4.300 k 33.50 x 8.00in Column, Rebar: 446 @ 2.00in, 446 @ 6.00in ACI C-1 Applied : Pu : Max Factored 17.79 k Allowable : Pn * Phi @ Design Ecc. 674.41 k M -critical 1.25 k -ft Combined Eccentricity 0.840 in Magnification Factor 1.00 Design Eccentricity 0.840 in Magnified Design Moment 1.25 k -ft Po * .80 1,068.19 k P : Balanced 334.91 k Ecc : Balanced 3.920 in Short Term k Eccentricity in Column is OK ACI C-2 ACI C-3 18.75 k 674.41 k 1.31 k -ft 0.840 in 1.00 0.840 in 1.31 k -ft 1,068.19 k 334.91 k 3.920 in 8.18 k 674.41 k 0.57 k -ft 0.840 in 1.00 0.840 in 0.57 kit.• • • •1•,068.19:.•.: •• •334.9?1•••: • 3.920 in •• • • Slenderness Actual k Lu / r 60.600 Elastic Modulus Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Eq. C-1 7.9800 in 0.6500 34.0000 0.6132 0.6000 1,428.43 666.49 0.0356 1.0000 0.840 0.840 4,030.5 ksi ACI Eq. C-2 7.9800 in 0.6500 34.0000 0.6789 0.6000 1,372.58 640.43 0.0390 1.0000 0.840 0.840 • • .. •••• •• • • • • • • • Beta • 0.800 ACI Eq. C-3 •• .7.9800 in• ":db'S00• •• • 34..4000 • ' • 1!0000 • '•.0.6000 •••• 1,152.19 •••• 537.60 0.0203 1.0000 0.840 in 0.840 in ACI Factors ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.200 1.600 1.600 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"! "1.4" Factor for Seismic 1.400 Add"! "0.9" Factor for Seismic 0.900 Page 92 LOADS FOR GB AT GRIDLINE 9 =E_, NC4 / 4 .1.:.,,,c7,7.17-.....1:' F=�,-,OF L3 ggi ,.....,, 1 T'`.r E_ ;' N ,:; FLP 4` FIFA of I +.7:. 12Nr. FL_O ..: •: _ i r..L =L.. !u;> Fti I c ELF J, iIv JI,Ir l .,F.L. EL. I,:fi=r; FLP( +12 --' r , •.I .-F:1 .F ---'ft..,L. EL +3.1.3 N I r Loads from balcony= Dt= Lt= At= L= Wd= 1B2 Wd= 188 plf CMU= h= 10.3 ft Wd= 554 plf Precast joists= 59 psf B= 2.75 ft 125 psf 60 psf 130 sf 23 ft 713 plf CP Nki `,r'C 7 I=1..GO R • • • . • •. • • ••.• • • ••.• • • • • • •• . • • •••• • • • • • • •• • • ••••• •• •• • • •• •• • WI= :sti2•plf • • • • • • • •• • •••• • •••• Wd= 162 plf WI= 110 pif Stem wall= Wd= 350 plf GB= Wd= 450 pif Wd= 2416 plf WI= 452 pif Span= 8.7 ft Reaction at piles (D+L): R1= 10 K R2= 30 K R3= 22 K 14" Auger cast pile capactiy= PaII= 70 K o.k. Page 93 Title : Dsgnr: Description : Scope : Job # Date: 3:04PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE 9 General Information Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description o Span ft 8.70 8.70 5.20 Beam Width in 18.00 18.00 16.00 Beam Depth in 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 1.33in2 1.33in2 1.33in2 Bar Depth 21.75in 21.75in 21.75in Left Area 1.33in2 1.33in2 1.33in2 Bar Depth 2.25in 2.25in 2.25in Right Area 1.33in2 1.33in2 1.33in2 Bar Depth 2.25in 2.25in 2.25in Loads Using Live Load This Span ?? Yes Yes Yes Dead Load k/ft 2.416 2.416 2.366 Live Load k/ft 0.452 0.452 0.452 Point #1 DL k 1.500 LL k @ X ft 0.000 5.500 0.000 Results OK Beam OK Beam OK • • • • • • •Beam Mmax @ Cntr k -ft 20.50 13.37 4.78 ' • •' : • • • ir @ X = ft 3.36 4.93 3.57 •••••• Mn * Phi k -ft 126.66 126.66 126.36 • • • Max @ Left End k -ft 0.00 -31.06 -17.82 •••• • • • • Mn*Phi k -ft 126.66 126.66 126.36 •••••• • •••• ••••l • Max @ Right End k -ft -31.06 -17.82 0.00 • • Mn *Phi k -ft 126.66 126.66 126.36 • • ' • ' ••••: •••: Bending OK Bending OK Bending OK • • • • Shear @ Left k 12.19 17.94 12.69 • • • • •••• Shear @ Right k 19.33 15.37 5.83 • • • • • • Reactions & Deflections '4. -..„y:.,c, •••• DL @ Left k rM. 8.11 24.97 18.'94 LL @ Left k 1.53 4.56 3.34 Total @ Left k 9.64 29.54 22.27 DL @ Right k 24.97 18.94 3.82 LL @ Right k 4.56 3.34 0.78 Total @ Right k 29.54 22.27 4.60 Max. Deflection in -0.002 -0.001 -0.000 @X= ft 3.77 4.81 3.54 Inertia : Effective in4 20,736.00 20,736.00 18,432.00 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 94 Title : Dsgnr: Description : Scope : Job # Date: 3:04PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE 9 uery Values Location ft Moment k -ft Shear k Deflection in 0.00 0.00 0.00 0.0 -31.1 -17.8 12.2 17.9 12.7 0.0000 0.0000 0.0000 •••• • • • • •••• • • • • •• • • • • • • • • •. •• • • • • •••• •• • • • . . • • • •••• • •• • • • • •• •• • • • • •• • • • • • • • • • • • • • • •• • •••• • Page 95 LOADS FOR GB AT GRIDLINE E BETWEEN 7 AND 9 4 - 1 EL+. ua'— 4..� llF'^ 4= f1E T ,E.. EL l.iF'4h 42 AS ' ```.NG F:LC liwio -k; '.F.L. EL.4 . 1 1 -I 1 fir;,:- FIX :i 4 4'LF I 1F:r i C2.TZ PLF td07.4C FLF ' +. C.`w,.' .ING F:.FI— EL -.i e ir-0Pl •o _ -.!2:.--.C.'h A 4u FLY TEFL EL - +e," N 1\1.--1 ✓G= tl FLOCK -1I c• r, • • • • • •••• • • • • •• • • • • • • • • •• •• Loads from balcony= Dt= 125 psf • • Lt= 60 psf ••••• •• • • At= 130 sf • • • • L= 23 ft• • •• •• • Wd= 713 pif WI= :34/1I1 • • • • 1B1 Wd= 188 pif • • CMU= h= 10.3 ft •• •• Wd= 554 pif Precast joists= 59 psf ° B= 11.08 ft Wd= 654 plf WI= 443 pif Stem wall= Wd= 350 plf GB= Wd= 450 pif Wd= 2908 pif WI= 786 pif Span 1= 6.8 ft Span 2= 14 ft Reaction at piles (D+L): R1= 2 K R2= 55 K R3= 21 K 14" Auger cast pile capactiy= Pall= 70 K o.k. • • • • • • • • • •••• • • • •.•• Page 96 Title : Dsgnr: Description : Scope: Job # Date: 3:05PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE E BETWEEN 7 AND 9 General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information AnKMM Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right area Bar Depth 6.83 14.00 18.00 18.00 24.00 24.00 Pin -Pin Pin -Pin 1.33in2 1.33in2 21.75in 21.75in 1.33in2 1.33in2 2.25in 2.25in 1.33in2 1.33in2 2.25in 2.25in 0 Loads Using Live Load This Span ?? Dead Load Live Load Point #1 DL LL @X k/ft k/ft k k ft Yes 2.908 0.786 Yes 2.908 0.786 1.500 0.000 5.830 Results Beam OK Beam OK •••• • •••• ••••y• Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k 0.92 0.64 126.66 0.00 126.66 -90.51 126.66 Bending OK 2.96 29.46 79.74 8.21 126.66 -90.51 126.66 0.00 126.66 Bending OK 40.75 27.52 •• • • • • • • • •• •• • •••• •• • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • •• • • • • • •••• Reactions & Deflections • • • • • • • • • •• • • • • • •••• DL @ Left k 1.71 43.40 LL @ Left k 0.57 11.33 Total @ Left k 2.28 54.73 DL @ Right k 43.40 16.97 LL @ Right k 11.33 4.47 Total @ Right k 54.73 21.44 Max. Deflection in 0.002 -0.022 ' @X= ft 4.42 7.65 Inertia : Effective in4 20,736.00 20,736.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd 10.88 Spacing @ .2*L in Not Req'd 10.88 Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Page 97 Title : Dsgnr: Description : Scope : Job # Date: 3:05PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE E BETWEEN 7 AND 9 Query Values Location ft Moment k -ft Shear k Deflection in 0.00 0.00 0.0 -90.5 3.0 40.7 0.0000 0.0000 ••• • • • •••• • • • • •• • • • • • • • • •• •• • •••• •• • • • • • • •••• • •• • • • • •••••• •• •• • • • • • • • • • • • • • • • • • • • 0 •• • •••• • Page 98 • • LOADS FOR GB AT GRIDLINE D BETWEEN 7 AND 9 r. Loads from balcony= Dt= Lt= At= L= Wd= TRB Wd= 283 plf CMU= h= 10.3 ft Wd= 554 plf Precast joists= 59 psf B= Wd= Stem wall= Wd= GB= Wd= 125 psf 60 psf 130 sf 23 ft 713 plf FLCCR _al -j0 . . . . •. . . . . • .• .. . . .... •.. . • . • • • • WI= '1211 plf ' . . . . . . .. . . . • • • • • • • • • • • •. 19.91 ft •••• 1175 plf WI= 797 plf 350 plf 450 plf Wd= 3525 plf WI= 1139 plf span 1= 9.9 ft span 2= 8.5 ft span 3= 4.6 ft Reaction at piles (D+L): R1= 18 K R2= 51 K R3= 31 K R4= 7 K 14" Auger cast pile capactiy= Pall= 70 K o.k. Page 99 1 L*? - - .. T, ,Ca, EL Tv T;F'LFI 4' rip ?PJC. M—'.7.;)xitt TF. �s`Z. ':"1''; F'LF el PLF ? " 1 -I A I -.d.4ar.11LF r. L EL. a : ,.1N F.L rL,4 ,,LL -�fil -. �. wl : i.A.4 FLF TF. L L.- I Loads from balcony= Dt= Lt= At= L= Wd= TRB Wd= 283 plf CMU= h= 10.3 ft Wd= 554 plf Precast joists= 59 psf B= Wd= Stem wall= Wd= GB= Wd= 125 psf 60 psf 130 sf 23 ft 713 plf FLCCR _al -j0 . . . . •. . . . . • .• .. . . .... •.. . • . • • • • WI= '1211 plf ' . . . . . . .. . . . • • • • • • • • • • • •. 19.91 ft •••• 1175 plf WI= 797 plf 350 plf 450 plf Wd= 3525 plf WI= 1139 plf span 1= 9.9 ft span 2= 8.5 ft span 3= 4.6 ft Reaction at piles (D+L): R1= 18 K R2= 51 K R3= 31 K R4= 7 K 14" Auger cast pile capactiy= Pall= 70 K o.k. Page 99 Title : Dsgnr: Description : Scope : Job # Date: 3:05PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecwCalculations Description GB -GRIDLINE E BETWEEN 7 AND 9 General Information Fy 60,000.0 psi Pc 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Area Bar Depth Area Bar Depth Area Bar Depth 6.83 14.00 18.00 18.00 24.00 24.00 Pin -Pin Pin -Pin 1.33in2 1.33in2 21.75in 21.75in 1.33in2 1.33in2 2.25in 2.25in 1.33in2 1.33in2 2.25in 2.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL LL @X k k ft Yes Yes 2.908 2.908 0.786 0.786 1.500 _0.000 5.830 Results Beam OK Beam OK Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k -ft ft k -ft k -ft k -ft k -ft k -ft Shear @ Left k Shear @ Right k 0.92 0.64 126.66 0.00 126.66 -90.51 126.66 Bending OK 2.96 29.46 79.74 8.21 126.66 -90.51 126.66 0.00 126.66 Bending OK 40.75 27.52 • • • • •• • • •••• • • • • •• • • • • • • • • •• • • • • • • •••• •• • • • o • • • • •••• • •• • • • • •• •• • • • Reactions & Deflections •• • • • •••. DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective k k k k k k in ft in4 1.71 43.40 0.57 11.33 2.28 54.73 43.40 16.97 11.33 4.47 54.73 21.44 0.002 -0.022 4.42 7.65 20,736.00 20,736.00 • • • •• • •••• • •••• • Shear Stirrups • Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd 10.88 Spacing @ .2*L in Not Req'd 10.88 Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Page 100 Title : Dsgnr: Description : Scope: Job # Date: 3:05PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE E BETWEEN 7 AND 9 Query Values Location ft 0.00 0.00 Moment k -ft 0.0 -90.5 Shear k 3.0 40.7 Deflection in 0.0000 0.0000 ••. • • • • • •••• • • • • •• • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • •••NI•• •• • •••• • • Page 101 LOADS FOR GB1 AT GRIDLINE D BETWEEN 1 AND 5 •Li4-4.3r-LP w = PLF o'?.3 FLY =1F� PLF PLF wd--irk PLF :;1 T FLF wi.4 FLS wd=.: PLF FLFI PLF .ri= 34C FLF C FIE. -=11 ¶1 F:: EL +a "- `"N FL^:.F'"~=. i FP.L. EL.+ ' -fin' +:2 '.:;' NC:.*P +'2;00' f l ayL : Loads from roof= Dr= 28 psf Lr= 30 psf B= 17.42 ft Wd= 488 plf TFF.L,L-'-' e4 A PLF +';r:C N,C.ivr. WI= ••• • • • • .•.. • . . . .. . . .• . . • .• •• . . •523 .plf • • • .. • • • • • • • • • . • RBI Wd= 133 plf..•... . CMU 2nd floor= h= 8.7 ft • • • • • • • • • • • • • • • • Wd= 468 plf • • •• ' • •••• 2nd floor framing= D2= 45 psf L2= 40 psf B= 11.4 ft Wd= 507 plf WI= 456 plf 1B1 Wd= 188 plf 7" roof slab= B= 8.67 ft Wd= 759 plf WI= 260 plf Page 102 CMU 1st floor= Precast joists= Stem wall= GB= h= 10.3 ft Wd= 554 plf 59 psf B= 19.75 ft Wd= 1165 plf WI= 790 plf Wd= 350 plf Wd= 450 plf Wd= 5061 plf WI= 2029 plf span 1= 8.8 ft span 2= 8.1 ft span 3= 7.0 Reaction at piles (D+L): R1= 25 K R2= 69 K R3= 58 K R4= 20 K 14" Auger cast pile capactiy= PaII= 70 K o.k. •••• • • • • •••• • . •• .. . • Y • • • •• •• • • • • • . • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • • • • • 1 •• • •••• • • • Page 103 Title : Dsgnr: Description : Scope: Job # Date: 3:14PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB1-GRIDLINE D BETWEEN 1 AND 5 General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left area Bar Depth Right Area Bar Depth 8.80 18.00 24.00 Pin -Pin 1.80in2 21.75in 1.80in2 2.25in 1.80in2 2.25in 8.10 7.00 18.00 18.00 24.00 24.00 Pin -Pin Pin -Pin 1.80in2 1.80in2 21.75in 21.75in 1.80in2 1.80in2 2.25in 2.25in 1.80in2 1.80in2 2.25in 2.25in Loads -- ,.•B;• rz -i.,.. Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL k LL k @ X ft r,3.- _ _gyp .. Yes 5.061 2.029 0.000 .. .dum. S'. ..nx ..i� Yes Yes 5.061 5.061 2.029 2.029 1.500 1.500 2.580_ 3.920 �'a, w.a ,' ,. .., .. .. ,r .m... .t .. .., i., �k Results Beam OK Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn *Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k 57.45 3.52 169.87 0.00• 169.87 -72.88 169.87 Bending OK 32.72 49.29 17.54 37.60 4.27 4.15 169.87 169.87 -72.88 -50.07 169.87 169.87 -50.07 0.00 169.87 169.87 Bending OK Bending OK• 41.79 40.56 35.50 26.47 • • •°•°°• • • • •• • • •••• • • •••• • •••• ° • •• • • • • • • • : Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations Description GB1-GRIDLINE D BETWEEN 1 AND 5 Query Values Location Moment k -ft Shear k Deflection in 0.00 -0.0 32.7 0.0000 0.00 0.00 -72.9 -50.1 41.8 40.6 0.0000 0.0000 ••• • • • • • •••• • • • • •• • • • • • • • • •• • • • • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • •• • • • • • • • • •• • •••• • • Page 105 LOADS FOR GB AT GRIDLINE 1 BETWEEN D AND E Loads from roof= Dr= 28 psf Lr= 30 psf B= 1.00 ft Wd= 28 plf WI= 30 plf RB2 Wd= 138 plf CMU 2nd floor= h= 8.7 ft Wd= 468 plf 2nd floor framing= D2= 45 psf L2= 40 psf B= 1.0 ft Wd= 45 plf WI= 40 plf 1B2 Wd= 188 plf CMU 1st floor= h= 10.3 ft Wd= 554 plf Precast joists= 59 psf B= 2.75 ft Wd= 162 plf WI= 110 plf Stem wall= Wd= 350 plf •••• • • •• ..•. • • . • GB= Wd= 450 plf " • • •.• •• • • • • Wd= 1913 plf WI= ••388.plf• •• • • span 1= 9.9 ft span 2= 9.9 ft "" '• Reaction at piles (D+L): R1= 9 K R2= ...WI( • • R3= 8 K••• • • 14" Auger cast pile capactiy= Pall= 70 K o.k. ' • • . • •• • •••• • • • Page 106 Title : Dsgnr: Description : Scope : Job # Date: 3:15PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB -GRIDLINE 1 Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft 9.90 9.90 Beam Width in 18.00 18.00 Beam Depth in 24.00 24.00 End Fixity Pin -Pin Pin -Pin Reinforcing Center Area 1.33in2 1.33in2 Bar Depth 21.75in 21.75in Left Area 1.33in2 1.33in2 Bar Depth 2.25in 2.25in Right Area 1.33in2 1.33in2 Bar Depth 2.25in 2.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL LL @X Point #2 DL LL @X k k ft k k ft Yes 1.913 0.180 1.500 Yes 1.913 0.180 1.500 2.500 2.000 1.500 7.830 0.000 Results Beam OK Beam OK • • • • •••• •••• • Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left Shear @ Right k k 20.68 3.56 126.66 0.00 126.66 -35.32 126.66 Bending OK 10.94 18.23 17.78 6.20 126.66 -35.32 126.66 0.00 126.66 Bending OK 17.79 ' 9.59 •• • • • • • • • • • •• •• • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • • • • • • • • • • •• • • • •••• • • • • •• • • • Reactions & Deflections •••• DL @ Left k 8.23 27.05 LL @ Left k 0.67 2.23 Total @ Left k 8.90 29.28 DL @ Right k 27.05 7.10 LL @ Right k 2.23 0.67 Total @ Right k 29.28 7.76 Max. Deflection in -0.003 -0.002 @X= ft 4.16 5.74 Inertia : Effective in4 20,736.00 20,736.00 Page 107 • Title : Dsgnr: Description : Scope : Job # Date: 3:15PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Calculations 000000.000.6 3100300.000:. 0090000000 Description GB -GRIDLINE 1 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Query Values Location ft 0.00 0.00 Moment k -ft 0.0 -35.3 Shear k 10.9 17.8 Deflection in 0.0000 0.0000 •• • • • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • Page 108 a t LOADS FOR GB AT GRIDLINES 6 AND 8 BETWEEN D AND E Precast joists= 59 psf B= Wd= Stem wall= G B= 2.75 ft 162 plf Wd= 350 plf Wd= 450 plf Wd= 962 plf WI= span 1= 8.2 ft Span 2= 12.2 ft Reaction at piles (D+L): R1= 3 K R2= R3= 5 K 14" Auger cast pile capactiy= PaII= 70 K o.k. LOADS FOR GB AT CARPORT 7" Slab 100 psf B= Wd= Stem wall= G B= 7.1 ft 711 plf Wd= 350 plf Wd= 450 plf Wd= 1511 plf WI= span 1= 15.2 ft Span 2= 9.1 ft Reaction at piles (D+L): R1= 12 K R2= R3= 4 K 14" Auger cast pile capactiy= PaII= 70 K o.k. WI= 110 plf 110 plf 14 K WI= 427 plf . •.. • • . • ..•. • . • • •• • . • • . ••• •• ..41: PIf •.•• •• • • • • •• •• • ••••• •• •• • • .. •114< . • • • • • •• . • • • • • • • • • • • •• • •••• • . • ..•• Page 109 " z t Title : Dsgnr: Description : Scope: Job # Date: 3:17PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB-GRIDLINES 6 AND 8 BET. D AND E General Information Fy Pc 60,000.0 psi 5,000.0 psi Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Center Left Right ft in in Area Bar Depth Area Bar Depth Area Bar Depth Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 8.20 12.20 18.00 18.00 24.00 24.00 Pin -Pin Pin -Pin 0.88in2 0.88in2 21.75in 21.75in 0.88in2 0.88in2 2.25in 2.25in 0.88in2 0.88in2 2.25in 2.25in 1.20 1.60 Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Results Mmax @ Cntr k -ft @X= ft Mn *Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left Shear @ Right k k Yes 0.962 0.110 Yes 0.962 0.110 Beam OK Beam OK 3.61 2.35 84.54 0.00 84.54 -19.30 84.54 Bending OK 3.10 7.81 16.04 7.32 84.54 -19.30 84.54 0.00 84.54 Bending OK 9.70 6.53 • • • • •••• • • • •• • • • • • • • • • • •• •• • •••• •• • • • • • • •••• • •• • • • • Reactions & Deflections Fan - DL @ Left • • • • ••• •••• k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 2.24 12.66 0.26 1.45 2.50 14.11 12.66 4.72 1.45 0.54 14.11 5.26 0.000 -0.003 6.56 6.75 20,736.00 20,736.00 • • • • • • • • • • • • • • •• • •••• • • • • • • • • • • Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Page 110 r 'r Title : Dsgnr: Description : Scope : Job # Date: 3:17PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 frehling residence calcs.ecwCalculations Description GB-GRIDLINES 6 AND 8 BET. D AND ND E Query Values Location ft Moment k -ft Shear k Deflection in 0.00 0.0 3.1 0.0000 0.00 -19.3 9.7 0.0000 ••• • • • • • •••• • • • . •• . • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • •• • •••• •• •• • •••• Page 111 a x Title : Dsgnr: Description : Scope: Job # Date: 3:18PM, 18 MAR 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description GB AT CARPORT General Information Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth 15.20 9.10 18.00 18.00 24.00 24.00 Pin -Pin Pin -Pin 1.33in2 1.33in2 21.75in 21.75in 1.33in2 1.33in2 2.25in 2.25in 1.33in2 1.33in2 2.25in 2.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes 1.511 0.427 Yes 1.511 0.427 Results Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn *Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k 47.31 5.71 6.18 6.98 126.66 126.66 0.00 -54.77 126.66 126.66 •••• • • -54.77 0.00 • • • • ° "°' • 126.66 126.66 •• ' °' • •• ' • Bending OK Bending OK • • • • • • • 15.37 17.38 •••• • • • • 22.58 5.34 • • • • • •••• • •• • Reactions & Deflections • • •••• DL @ Left k LL @ Left k Total @ Left k I DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @ X = ft Inertia : Effective in4 9.30 24.18 • • • 2.63 6.83 • • . • • • 11.93 31.02 • • • • 24.18 3.23• • - 6.83 0.91 •• • : Title : Dsgnr: Description : Scope: Job # Date: 3:18PM, 18 MAR 14 Multi -Span Concrete Beam Page 2 tabling residence calcs.ecw:Calculations Description GB AT CARPORT Query Values Location ft 0.00 0.00 Moment k -ft -0.0 -54.8 Shear k 15.4 17.4 Deflection in 0.0000 0.0000 .• • • • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• •• • • • • • • • • •••• • •• • • • • • • •• •• • • • • • • • • • • • • • • • •a•••• •• • •••• • • Page 113 • x MASONRY WALLS: 8" CMU BLOCK W/ #5 24" IN GROUT FILLED CELLS Calculated wind pressure: -71.66 psf H= 11 ft M= 1084 Ib -ft = 13006 Ib -in Mallowable= 16420 Ib -in o.k. V= 394 Ib Vallowable= 2363 Ib o.k. 0000 .. •• .0.. • .• . .. • . • .0 • . • • *lb 0410 Oi 00 • • • • 0000 00 . • • • • • . 0000 • 00 • • • • •• •• . .. . • . . • . .. . • • .0 • 000. 0 0 • MO Page 114 Section 3 Reinforced Concrete Masonry Design Aids TABLE3.1.2.5: Reinforced Wall Properties for Load Combinations Including Wind or Seismic Concrete Masonry Wall Properties Steel Reinforcement Properties tnom 8 in Bar Area 0.31 int Bar Size No. 5 E. 29,000,000 psi C = 1.25 in Fy 60,000 psi tW= 1 in F. 32,000 psi Partially Grouted Masonry Out -of -Plane Resisting Moment and Shear for Bars Positioned in the Center of the Wall For Effective Depth, d = 3.81 in. d No. 5 7 5/8" Out -of -Plane Resisting Moment and Shear for Bars Positioned on the Tension Side of the Wall • •Wer Effective Depth d = 4.63 in ••. ••. • 666.. Bar Size No. 5 • • ••• • Bar Area 0.31 in • • •. •• ..•• . fm (psi) 1,350 1,500 2,000 3,000 Spacing (in) Spacing (in) A. (in2/ft) MR (in-lb/ft) VR (Ib/ft) MR (in-Ib/ft) VR (Ib/ft) MR (in-lb/ft) VR (lb/ft) MR (in-lb/ft) VR (Iblft) 8 0.47 21,628 2,241 23,348 2,363 28,639 2,728 37,777 3,050 16 0.23 17,512 2,241 18,836 2,363 22,827 2,728 25,715 3,050 0.16 0.16 15,341 2,241 16,420 2,363 17,143 2,728 17,423 3,050 24 ' ••''.•32 0.12 12,798 2,241 12,857 2,363 13,010 2,728 13,200 3,050 40 0.09 10,337 2,241 10,381 2,363 10,494 2,728 10,634 3,050 48. 0.08 8,677 2,241 8,712 2,363 8,800 2,728 8,908 3,050 56 0.07 7,438 1,921 7,467 2,025 7,543 2,338 7,636 2,614 64 0.06 6,508 1,681 6,534 1,772 6,600 2,046 6,681 2,288 72 0.05 5,785 1,494 5,808 1,575 5,866 1,819 5,939 2,033 96 0.04 4,339 1,121 4,356 1,181 4,400 1,364 4,454 1,525 120 0.03 3,471 897 3,485 945 3,520 1,091 3,563 1,220 d No. 5 7 5/8" Out -of -Plane Resisting Moment and Shear for Bars Positioned on the Tension Side of the Wall • •Wer Effective Depth d = 4.63 in ••. ••. • 666.. Bar Size No. 5 • • ••• • Bar Area 0.31 in • • •. •• ..•• . Notes: 1. Masonry stress govems for MR above bold line, steel stress governs below. If no bold line exists, masonry stress govems. 2. Bold values indicate tee beam behavior for partially grouted walls. 3-24 .•.. • • �.pl• o 5 . • • fm (psi) 1,350 1,500 2,000 3,000 Spacing (in) A8 (in2lft) MR (in-Ib/ft) VR (Ib/ft) MR (in-Ib/ft) VR (lb/ft) MR (in-Ib/ft) VR (Ib/ft) MR (in-lb/ft) VR (Ib/ft) 8 0.47 30,168 2,719 32,512 2,866 39,703 3,309 52,076 3,700 16 0.23 23,944 2,719 25,761 2,866 30,932 3,309 31,447 3,700 24 0.16 20,640 2,719 20,7222,866 20,965 3,309 21,282 3,700 32 0.12 15,656 2,719 15,723 2,866 15,896 3,309 16,111 3,700 40 0.09 12,637 2,719 12,687 2,866 12,815 3,309 12,972 3,700 48 0.08 10,602 2,719 10,641 2,866 10,740 3,309 10,863 3,700 56 0.07 9,088 2,331 9,121 2,457 9,206 2,837 9,311 3,171 64 • 0.06 7,952 2,039 7,981 2,150 8,055 2,482 8,147 2,775 72 0.05 7,068 1,813 7,094 1,911 7,160 2,206 7,242 2,467 96 0.04 5,301 1,359 5,321 1,433 5,370 1,655 5,431 1,850 120 0.03 4,241 1,088 4,256 1,146 4,296 1,324 4,345 1,480 Notes: 1. Masonry stress govems for MR above bold line, steel stress governs below. If no bold line exists, masonry stress govems. 2. Bold values indicate tee beam behavior for partially grouted walls. 3-24 .•.. • • �.pl• o 5 . • • 7 5/8". • • •• • •• • Page 115 • • • • • • • • • • • • • 7 5/8". • • •• • •• • Page 115 • • • • • • • • • • • • Miami Shores Village ING PERMIT APPLICATION Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20(0 Master Permit No. t4 -5 Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS D CHANGE OF D CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: )lS' Al •E. Cl5 City: Miami Shores County: Miami Dade Zip: 3 3136 Folio/Parcel#: I l - 3 -MA -*Nei) Is the Building Historically Designated: Yes NO eX Occupancy Type: Load: Construction Type: Flood Zone: BFE: \ 'I FFE: OWNER: Name (Fee Simple Titleholder): 17.00CF'r 4/3/4110( `F 3-1u_i4C Phone# 305) 74Z -3 +46 Address: IN i hl e. 9.5- 7- City. M1AMi (•t4(` Tenant/Lessee Name: Email: )01 gooe,t2 e_ cAuc1I.• CON1 Stater Zip: 331° —)7 -3416 Phone#:C CONTRACTOR: Company Name: 1t..-14 coAmkate4COILIDUe Address: jw11 �2 City: AAA FA t j�� ' i/ State: L— Zip: 3 ✓ (L�/ co. Qualifier Name: ►® 1 Phone#:� 0.3" 1902 State Certification or Registration #: C4. - 15'1Z-100 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition D Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: — .l I S(Opki Of- coZOI) 40 rtoug- 9,L..A4) ` x1J tNc-, Phone#(O )863-1c oa Specify color of color thru tile: 'L3D CCF $ CO/CC $ Submittal Fee $ Permit Fee $ Scanning Fee $ ,L1 ` Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ kip - 03 (Revisod02/24/2014) DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ ' t-� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City _ State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspec' .n which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not approved and d' reins ection fee will be charged. Signature l� _ Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged 'efore me this The foregoing instrument was acknowledged before me this 2 > day of UC IS"E1L_ , 20 14. , by V5 day of COMISE,f_ , 20 14f , by gOt5611 flte14L-14, who is p sopa n to f""CAr4AD 1 9S C4A— , who i per na ly own to me or who has produced identification and who did take an oath. NOTARY PUBLIC: � Sign: as Print: f10$ l6(t(.6- Seal. ��,„„,,,,, 4.' °4°, G 3.° • CARLOS SANABRIA Commission # FF 37673 • My Commissio Expires o, t ea et • * Au*Ix.* 8, 0* 7 APPROVED BY (Revised02/24/2014) ity, II 4/ ot3olig me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: IA t-t.DS h (elf as CARLOS SANABRIA Commission # FF 37673 My Commission Expires ************ Plans Examiner Zoning Structural Review Clerk US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com CALCULATIONS REVISION 2 FREHLING RESIDENCE . • . . . . •••• . . .... .. . • LOCATED AT: •'•••• '..••• • • • • 1285 NE 95TH STREET :6:66. •'.' .• • MIAMI SHORES, FL 33134 ..: . •••• •• • Tanya Homleid P.E. PE#61706 October 8, 2014 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com Table of Contents: Grade beams 2 Piles :30•:• • • • • • • • 1' floor slab • • • • • • • . •• • • • •••• •• • • • • • • •••• • •• • • •• •• •• • • • • •• • • • • • • • • • • • • • • •• • • • • • • • • • • • •••• • • • Page 1 1) LOADS FOR GB AT GRIDLINE 9 Aro FLF r E—M T EL..;-° 2 Nr FLC FL EL+ «'• 1F.F.L EL «C'.. t 1 f - QEF PL EL NEA vr:- • • • • •• • • •••• • • •••• • • •• • • • • • • • • • • •• • Loads from balcony= Dt= 125 psf Lt= 60 psf At= 130 sf L= 23 ft Wd= 713 plf WI= 342 plf 1B2 Wd= 188 pif CMU= h= 10.3 ft Wd= 554 pif 1st floor slab= D1= 125 psf L1= 40 psf Atrib= 100.6 sf L= 21.46 ft Wd= 586 pif WI= 187 pif Stem wall= Wd= 350 pif GB= Wd= 450 pif Wd= 2840 pif Wl= 530 pif Span= 8.7 ft Reaction at piles: R1= Rd= 9150 Ib RI= 1730 Ib R2= Rd= 31680 Ib RI= 5760 Ib R3= Rd= 10090 Ib RI= 1730 Ib • • •••• • • •• • • • •• • • • • • •• •• • • • • •• • • • • •• • • • • • • �• • • •••• • • • •••• Page 2 Title : Dsgnr: Description : Scope : Job # Date: 2:19PM, 16 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 1) GB GL 9/D -E Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft 8.70 8.70 Beam Width in 18.00 18.00 Beam Depth in 24.00 24.00 ' ' End Fixity Pin -Pin Pin -Pin • • • • • • "' Reinforcing Center Area 1.80in2 1.80in2 • • •• • • • •• Bar Depth 21.20in 21.20in •••• • • Left Area 1.80in2 1.80in2 ' • • Bar Depth 2.25in 2.25in • • •' • Right Area Bar Depth 1.80in2 2.25in 1.80in2 2.25in •""• •••• ••• • • • • " Loads •• • • .1 Using Live Load This Span ?? Yes Yes • Dead Load k/ft 2.840 2.840 ; • •• • • • • Live Load k/ft 0.530 0.530 • • • • Point #1 DL k 1.500 •• •• •••• • LL k•••• @ X ft 0.000 5.500 Results Beam OK Beam OK Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k -ft ft k -ft k -ft k -ft k -ft k -ft Shear @ Left k Shear @ Right k 22.18 3.25 165.42 0.00 169.87 -41.51 169.87 Bending OK 13.74 23.29 25.81 5.51 165.42 -41.51 169.87 0.00 169.87 Bending OK 23.95 14.88 Reactions & Deflections DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective k k k k k k in ft in4 9.15 1.73 10.88 31.68 5.76 37.44 -0.002 3.65 20,736.00 31.68 5.76 37.44 10.09 1.73 11.82 -0.002 5.05 20,736.00 Shear Stirrups ••• • •. ••• • ••• • •• • •• •••• • Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2*L in Spacing @ .4•L in Spacing @ .6*L in Spacing @ .8"L in Spacing @ Right in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 3 • • •••• • •••• 2.) LOADS FOR GB AT GRIDLINE E BETWEEN 7 AND 9 mks# Ft: l m4 4 4'LF �mFr1« tt.F lie =FE . T EL 4•. ht ,:;+. -/r;: • T 't + ¶a Sar • • • • • •• • • •••• • • •••• • • •• •• . • • • •••• • • . • •••• • • • •• • • • • • •• •• • • • • •• • • nt%: :INV:FL F • • • • • 1FFLEL• • • • • +:.G°tiGv✓C% • • a •• • •••• • • • •••• • • • • • •• EL.— _ . Loads from balcony= Dt= 125 psf Lt= 60 psf At= 130 sf L= 23 ft Wd= 713 pif WI= 342 plf 1B1 Wd= 188 pif CMU= h= 10.3 ft Wd= 554 plf 1st floor slab= D1= 125 psf L1= 40 psf span 1= Atribl= 184 sf L= 27.8 ft Wd= 827 plf WI= 265 plf span 2= Atrib2= 48 sf L= 13.8 ft Wd= 432 pif WI= 138 pif Page 4 Stem wall= Wd= GB= Wd= Uniform loads span 1= Wd= 3081 plf Uniform Toads span 2= Wd= 2686 plf 350 plf 450 pif Span 1= 6.8 ft Span 2= 14 ft WI= Wl= 607 plf 480 pif Reaction at piles: R1= Rd= 2790 Ib RI= 750 Ib R2= Rd= 41710 Ib RI= 7410 Ib R3= Rd= 15650 Ib RI= 2Z10 It) • • • .. • • •••• • • •... . • .. •. • • • • • • • • •• • • •••• • • • .• • • • • • •• •. • • • • •• • • • • • • •• • • • • • •• • • •••• • • • Page 5 Title : Dsgnr: Description : Scope : Job # Date: 2:19PM, 16 OCT 14 Multi -Span Concrete Beam Page 1 fretting residence calcs.ecw:Calculatlons Description 2) GB GL E/7-9 General Information 71,48, IMPAMMAINKO...C.M.MEM,IIIIMMIMMOZIEMOVIIVI3MITASAME",.....1421MMMORMASME.raMingSAMI"ERME444., Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information �,�.w' 'aaS.-s. -,c.._,.- . "i,.•i � . _ � _ •hl.. � Description n � dC e`i �......[:wi. , e x . SIY' z'�\` _ :_. o ... , ,. o .a .. ,.,.IkEa , ..; ..a _..,'tfYS"� .Ya . �- _ ,a Span ft 6.83 14.00 Beam Width in 18.00 18.00 Beam Depth in 24.00 24.00 End Fixity Pin -Pin Pin -Pin Reinforcing Center Bar AreaePth 2 80in2 1.80in2 Left Area 1.80in2 1.80in2 Bar Depth 2.25in 2.25in Right Area 1.80in2 1.80in2 Bar Depth 2.25in 2.25in Loads Using Live Load This Span ?? Yes Yes ' ' Dead Load k/ft 3.081 2.686 •••' . ' "' Live Load k/ft 0.607 0.480 '. '• • •• • • Point #1 DL k 1.500 • "" • • a LL k ' .. i @ X ft 0.000 5.830""• • • "•'• • • • ' Results Beam OK Beam OK '.�..' z"--`2... �:Sd;,:� T,• Mmax @ Cntr k -ft 2.20 -=.&...,....,-- .� 66.98 e .. im ., _.,. ,�`S,'�ss xu • • • • •. • • •. @X= ft 0.96 8.21• • • • Mn * Phi k -ft 165.42 165.42• • • • • • 4 Max @ Left End k -ft 0.00 -77.91 •• • • • • •• • • . Mn * Phi k -ft 169.87 169.87 • • • :••• • Max @ Right End k -ft -77.91 0.00 ••i• Mn * Phi k -ft 169.87 169.87 Bending OK Bending OK Shear @ Left k 4.54 34.55 Shear @ Right k 27.35 23.12 Reactions & Deflections DL @ Left k 2.79 41.71 LL @ Left k 0.75 7.41 Total @ Left k 3.53 49.12 DL @ Right k 41.71 15.65 LL @ Right k 7.41 2.71 Total @ Right k 49.12 18.37 Max. Deflection in 0.002 -0.019 @ X = ft 4.55 7.65 Inertia : Effective in4 20,736.00 20,736.00 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 10.88 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 6 ••• • • • ••• • ••• • •• • • ••• •' • •• • • ••• 3) LOADS FOR GB AT GRIDLINE D BETWEEN 7 AND 9 •i rLF1 c':41 F'L.F 1 •'i* p F ."t T LIF MC" N4::. ir:; T EL r".'_r, WA -111, FL O F4"s: rF "' N»'L FLF • • • • • 417 Fi • • • •• • •••• • • 4:::'—c" • • • • • • r'LF 1.4X: M.F E FF.L EL —F,'—z&" •••••• •• •• •• • • • • • •••• • •• • • • • • . •• •• •. • • • • • • Loads from balcony= Dt= 125 psf •• • Lt= 60 psf• • • • • At= 130 sf • L= 23 ft Wd= 713 plf WI= 342 plf TRB Wd= 283 plf CMU= h= 10.3 ft Wd= 554 plf 1st floor slab= D1= 125 psf L1= 40 psf span 1= Atribl= 184 sf L= 27.8 ft Wd= 827 plf WI= 265 plf Btrib= 8.4 ft Wd= 1050 plf WI= 336 plf Wd-span1= 1877 plf WI-spanl= 601 Page 7 span 2= Atrib2= 48 sf L= 13.8 ft Wd= 432 plf WI= 138 plf Btrib= 8.4 ft Wd= 1050 plf WI= 336 plf Wd-span2= 1482 plf WI-span2= 474 plf Stem wall= Wd= 350 plf GB= Wd= 450 plf Uniform loads span 1= Wd= 2677 plf WI= 601 plf Uniform loads span 2 and 3= Wd= 3832 plf WI= 816 plf span 1= 9.9 ft span 2= 8.5 ft span 3= 4.6 ft Reaction at piles: R1= Rd= 10230 Ib RI= 2310 lib. R2= Rd= 34150 Ib RI= 74$b I1? R3= Rd= 27060 Ib RI= 5710 b R4= Rd= 5260 Ib RI= 114Itb • • .. .. . • •••• • • •••• . • • • • • • .. .. • • • • ..• • • • • • • • • • • . • . • • • ..• .... • • • Page 8 Title : Dsgnr: Description : Scope : Job # Date: 2:27PM, 16 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 3) GB GL D/7-9 General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft 9.90 8.50 4.60 Beam Width in 18.00 18.00 18.00 Beam Depth in 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 1.80in2 1.80in2 1.33in2 Bar Depth 21.20in 21.20in 21.25in Left Area 1.80in2 1.80in2 1.33in2 Bar Depth 2.25in 2.25in 2.25in Right Area 1.80in2 1.80in2 1.33in2 Bar Depth 2.25in 2.25in 2.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes Yes Yes 2.677 3.832 3.832 0.601 0.816 0.816 • • • • • •• • • • • •••• • • • • Results Beam OK Beam OK Beam OK •••• •• Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k -ft ft k -ft k -ft k -ft k -ft k -ft 30.58 18.15 5.61 3.83 4.65 3.22 165.42 165.42 123.67 0.00 -46.36 -25.04 169.87 169.87 126.66 -46.36 -25.04 0.00 169.87 169.87 126.66 Bending OK Bending OK Bending OK Shear @ Left k 15.98 27.60 19.02 Shear @ Right k 25.34 22.58 8.14 •••• • • •••• • • •• •• •• • • • • • •• •• • • • • •• • ••• • • ••• • • • • • •• • • • • • • • • • • • • •• • • •••• • •••• • • • • Reactions & Deflections DL @ Left k 10.23 34.15 27.06 LL @ Left k 2.31 7.48 5.71 Total @ Left k 12.55 41.63 32.77 DL @ Right k 34.15 27.06 5.26 LL @ Right k 7.48 5.71 1.14 Total @ Right k 41.63 32.77 6.40 Max. Deflection in -0.004 -0.001 0.000 @ X = ft 4.29 4.65 0.80 Inertia : Effective in4 20,736.00 20,736.00 20,736.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Page 9 4) LOADS FOR GB1 AT GRIDLINE D BETWEEN 1 AND 5 ti .,,j:•r.: ri.F d."FM: FLF -e%vim t=LF =tCTF'LF 11 MIER Loads from roof= Dr= Lr= B= Wd= RB1 Wd= 'LF ®1 w: 11F 133 plf 13E EL +- Na"C tIC.; F L FF.L. Jnr # i' 1.F 28 psf 30 psf 17.42 ft 488 plf CMU 2nd floor= h= 8.7 ft Wd= 468 plf 1.F • • • • LA.r •• • 4C:;. ,_ ,-EP •••• F1:art:; •••• • • • • •••• • • • • •••• • •• • • • • • • •• •• • • • • • • •• •• •• • • • • • • •• • • • • • • • • • • • • • •• • •••• • • • •••• WI= 523 plf 2nd floor framing= D2= 45 psf L2= 40 psf B= 11.4 ft Wd= 507 plf WI= 456 plf 1B1 Wd= 188 plf 7" roof slab= B= 8.67 ft Wd= 759 plf WI= 260 plf Page 10 CMU 1st floor= h= 10.3 ft Wd= 554 plf 1st floor slab= D1= 125 psf L1= 40 psf Atribl= 423 sf L= 50.1 ft Wd= 1055 pif WI= 338 plf Btrib= 8.3 ft Wd= 1038 plf WI= 332 plf Stem wall= Wd= 350 plf GB= Wd= 450 pif Wd= 5989 pif WI= 1908 plf span 1= 8.8 ft span 2= 8.1 ft span 3= 7.0 Reaction at piles: R1= Rd= 21010 Ib RI= 6720 Ib R2= Rd= 58750 Ib RI= 18400.Ib R3= Rd= 49220 Ib RI= 15210 lb` R4= Rd= 17150 Ib RI= 5Y1(13. . • . . • . .... . . . .. .. . . . • • • ..• ....• . .. . • • • • • • • • . . .. • • • •••• • • Page 11 Description 4) GB1 GL D/1-5 Title : Dsgnr: Description : Scope : Multi -Span Concrete Beam Job # Date: 2:26PM, 16 OCT 14 Page 1 frehling residence calcs.ecw:Calculations General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft 8.80 8.10 7.00 Beam Width in 18.00 18.00 18.00 Beam Depth in 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 1.80in2 1.80in2 1.80in2 Bar Depth 21.20in 21.20in 21.20in Left Area 1.80in2 1.80in2 1.80in2 Bar Depth 2.25in 2.25in 2.25in Right Area 1.80in2 1.80in2 1.80in2 Bar Depth 2.25in 2.25in 2.25in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL k LL k @X ft Yes Yes Yes 5.989 5.989 5.989 1.908 1.908 1.908 1.500 1.500 0.000 2.580 3.920 • • • • • • • • • •• • •••• • • • • •••• •••• •• • • • • •• • • Results Beam OK Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left Shear @ Right k k 63.15 19.20 41.11 3.52 4.32 4.15 165.42 165.42 165.42 0.00 -80.00 -54.82 169.87 169.87 169.87 -80.00 -54.82 0.00 169.87 169.87 169.87 Bending OK Bending OK Bending OK 35.96 45.81 44.46 54.15 38.94 29.02 •J1000, 006. •• •• •• • • • • • • • • • 9 • •• • • • • • •••.•• • • • • • • • •••• • • • •••• Reactions & Deflections DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective 21.01 6.72 27.73 58.75 18.40 77.16 -0.007 3.93 20,736.00 58.75 18.40 77.16 49.22 15.21 64.43 -0.001 4.43 20,736.00 49.22 15.21 64.43 17.15 5.27 22.42 -0.003 3.92 20,736.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 Spacing @ Left in Not Req'd 10.88 10.88 Spacing @ .2*L in Not Req'd 10.88 10.88 Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in 10.88 Not Req'd Not Req'd Spacing @ Right in 10.88 Not Req'd Not Req'd Page 12 5) LOADS FOR GB AT GRIDLINE 1 BETWEEN D AND E Loads from roof= Dr= 28 psf Lr= 30 psf B= 1.00 ft Wd= 28 plf WI= 30 plf RB2 Wd= 138 plf CMU 2nd floor= h= 8.7 ft Wd= 468 plf 2nd floor framing= D2= 45 psf L2= 40 psf B= 1.O ft Wd= 45 plf WI= 40 pif 1B2 Wd= 188 plf CMU 1st floor= 1st floor slab= Stem wall= G B= h= 10.3 ft Wd= 554 plf D1= 125 psf Atribl= 116 sf L= 21.3 ft Wd= 681 pif Wd= 350 plf Wd= 450 plf L1= WI= • • • • 0 • • •• • •••• • • • • •••• 0••.00f • • • 0••• •• 0 0 • • • • • • •••. • •• •• • • • • • • •• •• Plf •• •• • • • • 0 • • 0 • • • • • • • •• • Wd= 2900 pif WI= 288 pif span 1= 9.9 ft span 2= 9.9 ft Reaction at piles: R1= Rd= 11890 Ib RI= 1070 Ib R2= Rd= 39270 Ib RI= 3560 Ib R3= Rd= 10760 Ib RI= 1070 Ib • •••• • • • ••.. Page 13 Title : Dsgnr: Description : Scope : Job # Date: 2:31 PM, 16 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 5) GB GL 1/D -E General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Bar DepthArea Area Bar Depth Right Area Bar Dept, 9.90 18.00 24.00 Pin -Pin 1.80in2 1.80in2 2Left 2.30in 1.80in2 2.30in 9.90 18.00 24.00 Pin -Pin 12.80in2 1.80in2 2.30in 1.80in2 2.30in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Point #1 DL k LL k @ X ft Point#2 DL k LL k•• @X ft Yes 2.900 0.288 1.500 2.500 1.500 7.830 Yes 2.900 0.288 1.500 2.000 0.000 • •• • • • •• • • •••• • • •••• • • •• •• • • • •••• • • •••• • •• • • • • • •• • • • • •• • ••• ••• • ••• • ••• • ••• ••• Results Beam OK Beam OK • • • Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k-ftl ft k -ft k -ft k -ft 30.02 27.13 3.63 6.20 165.42 165.42 0.00 169.47 k -ft -51.94 k -ft 169.47 Bending OK Shear @ Left k 15.98 Shear @ Right k 26.63 -51.94 169.47 0.00 169.47 Bending OK 26.19 14.62 • • • • • •• • • ••• • • • ••• •• • • •• ••� • • • • • ►C;••• • 0 •••• • • • •••• Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 11.89 1.07 12.96 39.27 3.56 42.83 -0.004 4.16 20,736.00 39.27 3.56 42.83 10.76 1.07 11.83 -0.003 5.74 20,736.00 Page 14 Title : Dsgnr: Description : Scope : Job # Date: 2:31PM, 16 OCT 14 Rev: 580000 User. KW -0807042, Ver5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 frehling residence calcs.ecw:Caiculations Description 5) GB GL 1/D -E Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 Spacing © Left in Not Req'd Not Req'd Spacing © .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing © .6*L in Not Req'd Not Req'd Spacing © .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Query Values Location ft 0.00 0.00 Moment k -ft 0.0 -51.9 Shear k 16.0 26.2 Deflection in 0.0000 0.0000 • • • • • • • • • •• • •••• • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• •• • • • • • • • • • • • •• • • • • • • • • • •• • •••• • • • Page 15 6) LOADS FOR GB AT GRIDLINES 6 AND 8 BETWEEN D AND E 1st floor slab= Stem wall= GB= D1= 125 psf L1= 40 psf Atribl= 232 sf L= 21.4 ft Wd= 1355 plf WI= 434 plf Wd= 350 plf Wd= 450 plf Wd= 2155 plf WI= 434 plf span 1= 8.2 ft Span 2= 12.2 ft Reaction at piles: R1= Rd= 5020 Ib RI= 1010 Ib R2= Rd= 28360 Ib RI= 5710 Ib R3= Rd= 10580 Ib RI= 2130 Ib • • • • • • • • •• • •••• • • • • •••• • • • • •••• •• • • • • • • • • ••••• • • •• •• • • • • • • •s •• •• • • • • • • • • • • • • • • • • • • • • •• • •••• • • Page 16 Title : Dsgnr: Description : Scope : Job # Date: 2:34PM, 16 OCT 14 Multi -Span Concrete Beam Description 6) GB -GL 6 AND 8/D -E Page 1 frehling residence calcs.ecw:Calculations ... ,L�•ta`�"�^s'"'h`.'-».,•;aa��.<�L�:a¢.-._�,.r�,me.amtt:;,w.��'LT' .� .;a� General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth 8.20 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in 12.20 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in Loads a,,.t,.k.'ia:.;.k.?;:.3».`ra. '::.Y •:.e,.:.. ... S's`.�.�::: .r. •:::'. . UYt:I:::•,STi.+XFtTR,Mvr: w^Raa',Z N•i:.YYv;4a,....:.:':':....".: Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes 2.155 0.434 Yes 2.155 0.434 <A.. ..�Yi: . ;..,, ..., Results Beam OK Beam OK Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k 8.91 2.35 165.42 0.00 169.47 -47.58 169.47 Bending OK 7.65 19.25 39.56 7.32 165.42 -47.58 169.47 0.00 169.47 Bending OK 23.91 16.11 •• • • • •• • • •••• • . •••• ••'• • • • • • • • • •••• •••• • • • • • • • •• ' •' • • : • • • • • • • •• • .• • • • • • • Reactions & Deflections • •.' • •... : `. DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 5.02 1.01 6.04 28.36 5.71 34.07 0.001 6.56 20,736.00 28.36 5.71 34.07 10.58 2.13 12.71 -0.008 6.75 20,736.00 •••• Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2"L Spacing @ .4"L Spacing @ .6"L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 17 •••• •� • •• • • • •••• • ••• • • ••• •••• •• • .•• • ••• • 8) GRADE BEAMS AT GRIDLINE D BETWEEN GRIDS 5 AND 7 1st floor slab= D1= 125 psf L1= 40 psf Atribl= 423 sf L= 50.1 ft Wd= 1055 plf WI= 338 plf Btrib= 8.4 ft Wd= 1050 pif WI= 336 plf Wd-s 1-3= 2105 pif WI -s 1-3= 674 pif span 2= Atrib2= 185 sf L= 27.9 ft Wd= 828 plf WI= 265 plf Btrib= 8.4 ft Wd= 1050 plf WI= 336 pif Wd-s 4-5= 1878 pif WI -s 4-5= 601 plf • • . • • •• . •• • •••• • . • Stem wall= Wd= 350 pif • •' • ••••• •• •. • •GB= Wd= 450 pif •••• •• • •• • • •• • • • • • W d s 1-3= 2905 plf Wks 1-3= V74 pjf • • • • • • Wd-s 4-5= 2678 plf Wks 4-5= a01VC. • • •• . . . • • • .• • •••• • • spans= 8.0 ft • •••• 8.7 ft 8.6 ft 9.9 ft 9.9 ft Reaction at piles: R1= Rd= 8910 Ib RI= 2090 Ib R2= Rd= 27880 Ib RI= 6330 Ib R3= Rd= 25800 Ib RI= 5720 Ib R4= Rd= 24450 Ib RI= 5680 Ib R5= Rd= 31750 Ib RI= 6800 Ib R6= Rd= 10720 Ib RI= 2340 Ib Page 18 Title : Dsgnr: Description : Scope : Job # Date: 2:38PM, 16 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 8) GB GL D/5-7 Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right area Bar Depth 8.00 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in 8.70 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80In2 2.30in 8.60 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in 9.90 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in 9.90 18.00 24.00 Pin -Pin 1.80in2 21.20in 1.80in2 2.30in 1.80in2 2.30in Loads Using Live Load This Span ?? Dead Load kfft Live Load k/ft Point #1 DL k LL k @ X ft Yes 2.905 0.674 0.000 Yes 2.905 0.674 1.500 5.500 Yes 2.905 0.674 0.000 Yes 2.678 0.601 0.000 Yes 2.678 0.601 1.500 3.100 • • • • • • • • •' Results Beam OK Beam OK Beam OK Beam OK Beam OK .. . •••• • • Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right k -ft ft k -ft k -ft k -ft k -ft k -ft k k 21.57 14.98 13.81 14.62 33.04 3.09 4.64 4.30 4.55 5.94 165.42 165.42 165.42 165.42 165.42 0.00 -33.81 -28.71 -28.08 -45.75 169.47 169.47 169.47 169.47 169.47 -33.81 -28.71 -28.08 -45.75 0.00 169.47 169.47 169.47 169.47 169.47 Bending OK Bending OK Bending OK Bending OK Bending OK 14.03 21.10 19.70 18.88 26.52 22.48 20.41 19.55 22.45 16.61 •••• • • •••• •••• • • • • • •• • • • • • • • •• • • • • • • •• •• •• • • • • • • • • •• • • • • • • • • • •• • • • • •••• • • • •••• Reactions & Deflections DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective k k k k k k in ft in4 8.91 2.09 11.00 27.88 6.33 34.21 -0.002 3.47 20,736.00 27.88 6.33 34.21 25.80 5.72 31.52 -0.001 4.52 20,736.00 25.80 5.72 31.52 24.45 5.68 30.14 -0.001 4.30 20,736.00 24.45 5.68 30.14 31.75 6.80 38.55 -0.001 4.42 20,736.00 31.75 6.80 38.55 10.72 2.34 13.06 -0.005 5.48 20,736.00 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 19 PILE CAPACITY CHECK-UP: 14" diam. auger pile capacity in compression= 35 ton 1) PILE GRIDLINE D/6= 3 PC Column reactions: Pd= 83882 Ib PI= 32398 Ib Col TS1 weight: 656 Ib GB reactions: 24450 Ib 5680 Ib 108988 Ib 38078 Ib D+L= 147066 Ib = 73.5 ton Number of piles: Total pile capacity= 3 105.0 ton 2) PILE GRIDLINE D/8= 3 PC O.K. Column reactions: Pd= 82805 Ib PI= 29515 Ib Col C7 weight: 4295 Ib GB GL 8 reactions: Pd= 10580 Ib 2130 Ib GB GL D reactions: Pd= 34150 Ib 7480 Ib 131830 Ib 39125 Ib D+L= 170955 Ib = 85.5 ton Number of piles: Total pile capacity= 3 105.0 ton O.K. 3) PILE GRIDLINE D/5-6 (BELOW COL C2)= 2 PC Column reactions: Pd= 25026 Ib PI= 11992 Ib Col C2 weight: 4327 Ib GB GL D reactions: Pd= 27880 Ib 6330 Ib 57233 Ib 18322 Ib D+L= 75555 Ib = 37.8 ton Number of piles: Total pile capacity= 2 70.0 ton 4) PILE GRIDLINE D/9= 2 PC O.K. Column reactions: Pd= 11616 Ib PI= 9285 Ib Col C4 weight: 10933 Ib GB GL 9 reactions: Pd= 10090 Ib 1730 Ib GB GL D reactions: Pd= 5260 Ib 1140 Ib 37899 Ib 12155 Ib D+L= 50054 Ib = 25.0 ton Number of piles: 2 Total pile capacity= 70.0 ton O.K. • • • • • • • •• • •••• • • • • •••• • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• •• • • •' • • • • • • • • • • • • • • • • •• • •••• • • • •••• Page 20 5) PILE GRIDLINE E/9= 2 PC Column reactions: Pd= 11616 Ib PI= 9285 Ib Col C5 weight: 8533 Ib GB GL 9 reactions: Pd= 9150 Ib 1730 Ib GB GL E reactions: Pd= 15650 Ib 2710 Ib 44949 Ib 13725 Ib D+L= 58674 Ib = 29.3 ton Number of piles: Total pile capacity= 2 70.0 ton O.K. 6) PILE GRIDLINE D/2= 1 PC GB GL D reactions: Pd= 58750 Ib 18400 Ib D+L= 77150 Ib = 38.6 ton Number of piles: 2 Total pile capacity= 70.0 ton O.K. 7) PILE GRIDLINE D= D+L= 64600 Ib = 32.3 ton Number of piles: 1 Total pile capacity= 35.0 ton O.K. • • • • • • • •• • •••• • • • • •.••.• •••• • • • • •••• •• • • • • • • • • •••• • •• • • •• • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • •• • •••• • • Page 21 r •• Title : Dsgnr. Description : Scope : Job # Date: 2:09PM, 24 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 1) 8" SLAB (2 -SPAN) - GL 6 -8/C -E General Information Fy Pc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth 22.20 12.00 8.00 Pin -Pin 0.37in2 5.68in 0.46in2 1.81in 0.46in2 1.81in 17.60 12.00 8.00 Pin -Pin 0.31in2 5.68in 0.46in2 1.81in 0.37in2 1.81in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes 0.125 0.040 Yes 0.125 0.040 Results Beam OK Beam OK Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k -ft ft k -ft k -ft k -ft k -ft k -ft Shear @ Left k Shear @ Right k 8.25 8.73 9.03 0.00 12.20 -11.02 12.20 Bending OK 1.88 2.87 3.69 11.73 7.64 -11.02 12.20 0.00 9.88 Bending OK 2.51 1.26 • • • • • •• • • • •••• • • •••• • �• • • •••• •• • • • • • • • • •••• • •• • • •• •• • • • • • •• • • • • •• • • • • • • • • • Reactions & Deflections • • • •• • • •• •••• • DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective k k k k k k in ft in4 1.10 0.35 1.45 3.14 1.01 4.15 -0.588 9.77 193.28 3.14 1.01 4.15 0.73 0.23 0.97 -0.113 11.26 187.53 •••• Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd �,. .:-.. .,,:....u�......,,,... ...,,.. . ..: , Page 22 • ••• • r. • Title : Dsgnr: Description : Scope : Job # Date: 2:10PM, 24 OCT 14 Multi -Span Concrete Beam Page 1 frehling residence calcs.ecw:Calculations Description 2) 8" SLAB (3 -SPAN) - GL 4 -6/A -F General Information Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.20 1.60 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth01.80 22.20 12.00 8.00 Pin -Pin 0.37in2 5.68in 0.37in2 1.80in n .37in2 17.60 12.00 8.00 Pin -Pin 0.31in2 5.68in 0.37in2 1.80in 01.80 n .37in2 18.20 12.00 8.00 Pin -Pin 0.31in2 5.68in 0.37in2 1.80in 01.80in Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Yes 0.125 0.040 Yes 0.125 0.040 Yes 0.125 0.040 Results Beam OK Beam OK Beam OK Mmax @ Cntr @X= Mn *Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi Shear @ Left Shear @ Right k -ft ft k -ft k -ft k -ft k -ft k -ft k k 8.80 9.03 9.03 0.00 9.89 -9.65 9.89 Bending OK 1.94 2.81 0.45 6.03 9.74 10.68 7.64 7.64 -9.65 -6.21 9.89 9.89 -6.21 0.00 9.89 9.89 Bending OK Bending OK 2.08 2.29 1.69 1.61 • • • • • •• • • •••• • • • • • •••• • • • •••• •• • • • • • • • • •••• • •• • • •• •• •• • • • • •• • • • • • • • • • • • • • • Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 1.13 0.36 1.50 2.86 0.91 3.77 -0.491 10.06 258.78 2.86 0.91 3.77 2.32 0.74 3.07 0.063 4.69 254.21 2.32 0.74 3.07 0.94 0.30 1.24 -0.116 9.95 512.00 • • • .• • • •• Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2"L in Spacing @ .4•L in Spacing @ .6•L in Spacing @ .8•L in Spacing @ Right in 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 0.400 0.400 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Page 23 • •• • Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Contractor TECH CONSTRUCTION GROUP INC Date Issued Occupancy Load Occupancy Type Applicable Code Location 1285 NE 95 ST Miami Shores FL 33138 Not Transferable POST IN A CONSPICUOUS PLACE � Y..1 -V` ,'ro "�'f!A.. �+��". �.. 3 5. .7R�' � '.. ,.RY .�: if� �i':��E`�"�R�. ,�f!.� `...:,y .�rK:} %{K,7iit-.. �i.��. .. 'v'�a§' �: r•i e,z�. .'�'��,� �,�, U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insurance Program Important: Read the instructions on pages 1-9. ELEVATION CERTIFICATE g( OMB No. 1660-0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name CARTER T SAXON TRS Policy Number: A2. Buildin Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95, Street Company NAIC Number:, City Miami Shores State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) E 25' Lot 33 and Lots 34 and 35, Block 84, Plat Book 10 page 37, 11-3206-014-4020 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25°51'48.24"N Long. 80°10'19.60"W A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1 B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) N/A sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in d) Engineered flood openings? ❑ Yes ® No Residential Horizontal Datum: ❑ NAD 1927 ® NAD 1983 to obtain flood insurance. A9. For a building with an attached garage: a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? 0 Yes Z No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number Village of Miami Shores 120652 B2. County Name Miami Dade B3. State FL B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086C0306 L 09/11/2009 Effective/Revised Date Zone(s) AO, use base flood depth) 09/11/2009 AE 9 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. 0 FIS Profile ® FIRM 0 Community Determined ❑ Other/Source: BI 1. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 0 NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 0 Yes No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings* ® Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1 -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: B-62 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. =' NGVD 1929 0 NAVD 1988 0 Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 10.0 21.8 N./A N./A N./A 6.3 6.9 N./A Check the measurement used. feet feet feet ® feet ® feet ® feet ® feet ® feet ❑ meters ❑ meters ❑ m eters ❑ meters ❑ meters ❑ meters ❑ meters ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. 0 Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? 0 Yes ❑ No .2.01/ Title PLS Company Name ER Brownell & Associates, Inc '7/ 115 Address 2525 SW 27 Ave 7) City Miami State FL ZIP Code 33133 Certifier's Name Thomas P Brownell License Number 2891 Signature -24"../1„.015.....9.7106/15 Telephone 305-860-3866 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous edit 1 LLL V AI I.#I• VLF% 111 IVA 1 L, 1l12yC IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 951" Street FOR INSURANCE COMPANY USE Policy Number: City Miami Shores State FL ZIP Code 33138 Company NA1C Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Job No. 57815 B. A5 Latitude and Longitude was obtained using Google Earth. C2 Elevations was based in NGVD (29) Benchmark B-62 located at NE 96th ST and NE 10th AVE, elevation 8.66'. C2a) Ground Elevation of Crawlspace. Top of tie beam at 2nd floor Elev.= 32.0'; Bottom of the tie beam at 2"d floor Elev.=30.0'. This elevation certificate is not valid to obtain flood insurance (no photographs are provided). The highest crown of road is 5.8' Signature j4 Date 07/06/15 SECTION E — BUILDIN LEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request. complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters 0 above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is 0 feet 0 meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is 0 feet 0 meters 0 above or ❑ below the HAG. E3. Attached garage (top of slab) is 0 feet 0 meters ❑ above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is D feet 0 meters 0 above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No 0 Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. 0 The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. 0 The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: 0 New Construction 0 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: 0 feet 0 meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: 0 feet 0 meters Datum G10. Community's design flood elevation: 0 feet 0 meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. "MA Form 086-0-33 (7/12) Replaces all previous editions. STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT• CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Nancy Frehting PESrXT #: 13-SC-1546860 APPLICATI N o: AF1151974 . DATE PAID•--`� FSE PAID: RECEIPT 6: DOCUMENT 8: PR944773 PROPERTY ADDRESS: 1285 NE 95 St Miami, FL 33138 Lar: 33to35 BLOCK: 84 SUBDIVISION: Miami Shores Sec 3 PROPERTY m 9: 11-3206-014-4020 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX m NUMBER] SYSTEM MUST BE CONSTIMICTED 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 [ 1,200 1 GALLONS / GPD Septic tank CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [14AXDIMI CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ 1GALLONS @( ]DOSES PER 24 HAS ()Pumps [ ] D [ 767 I SQUARE FEET bed configuration SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [x] STANDARD [ ] FILED (] MOUND [ ] I CONFIGURATION: [ l TRENCH (xl BED ( ] N F LOCATION OF BENCHMARK: CL NE 95 st., 5.71' NGVD I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L D [ 13.50 ] [I INCHES C FT ] (I ABOVE f BELOW ] POINT [ 8.50 ] [i INCBES I FT ] [ ABOVE /I BELOW p BENCEMARK/REFERENCE POINT FILL REQUIRED: [ 0.00 ] INCHES ,_-- EXCAVAI ION-B,EQUIRED:-; [ j 1,4 LACHES ;z'£Sria time9Ordayi-Ortlitaitertision vs nested and granted by C. `ice, penult will expire an 04/11116 o 'Invert elevation of drainfield to be no less than 5.50' NGVD. T *Bottom of drainfield elevation to be no less than 5.00' NGVD. 'Install 10° of slightly limited soil under the bottom of drainfield. -Perimeter of excavation area shall be at least 2 R wider and longer than the proposed absorption bed or drain trench. The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 460 gpd. E R SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: Teresa Car TITLE: Master Septic Tank Contractor Dade CBD 07/11 ' ' 4 EXPIRATION DATE: 01/11/2016 DH 4016, p8/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.003, FAC The contractor (or designee) is required to perform a gg.L.ltoring adjacent to the jit excavation at the Sk 933316 time of final inspection. Prior to+Final Approval, the DOH inspector shall witness the soil boring and compare the results to the original site evaluation submitted. A reinspection fee will bb assessed if the contractor is not at the jobsite at the arranged time. Page 1 of 3 Nto U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. OMB No. 1660-0008 Expiration Date: November 30, 2018 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name ROBERT FREHLING & NANCY FREHLING Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95 ST Company NAIC Number: City State ZIP Code MIAMI SHORES Florida 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) East 25' of Lot 33 and all of Lots 34 and 35, in Block 84, as recorded in PB 10 PG 37 ( Folio No. 11-3206-014-4020 ) A4. Building Use (e.g., A5. Latitude/Longitude: A6. Attach at least A7. Building Diagram A8. For a building a) Square footage b) Number of permanent c) Total net area d) Engineered A9. For a building with a) Square footage b) Number of permanent c) Total net area d) Engineered Residential, Non -Residential, Addition, Lat. N 25°51'48.35" Long. W Accessory, etc.) Residential 80°10'19.40" Horizontal Datum: obtain flood insurance. 1.0 foot above adjacent above adjacent grade ❑ NAD 1927 grade x NAD 1983 0 2 photographs of the building if the Number 1B Certificate is being used to 0 sq ft with a crawlspace of crawlspace flood of flood openings flood openings? an attached of attached flood of flood openings flood openings? or enclosure(s): or enclosure(s) openings in the crawlspace in A8.b 0 sq or enclosure(s) within in sq ft within 1.0 foot sq in 0 ❑ Yes x No garage: garage 0 openings in the attached garage in A9.b 0 ❑ Yes x No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number Village of Miami Shores 120652 B2. County Name Miami -Dade County B3. State Florida B4. Map/Panel Number 12086C0306 B5. Suffix L B6. FIRM Index Date 09/11/2009 B7. FIRM Panel Effective/ Revised Date 09/11/2009 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use Base Flood Depth) 9 feet B10. Indicate the source ❑ FIS Profile B11. Indicate elevation B12. Is the building Designation Date: of the Base Flood Elevation (BFE) ❑ Community Determined for BFE in Item B9: Coastal Barrier Resources ❑ CBRS data or base flood depth entered in Item B9: ❑ Other/Source: x FIRM datum used located in a 1929 ❑ NAVD 1988 ❑ Other/Source: (CBRS) area or Otherwise Protected ❑ OPA x NGVD System Area (OPA)? ❑ Yes x No FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95 ST Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* Construction x Finished *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones A1—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Miami -Dade County BM B-62 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 10, 1 x feet ❑ meters b) Top of the next higher floor 21 9 ❑ meters x feet c) Bottom of the lowest horizontal structural member (V Zones only) N/A x feet ❑ meters d) Attached garage (top of slab) N/A x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 7 9 x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 6. 8 x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 7. 1 ❑ meters x feet h) Lowest adjacent grade at lowest elevation of deck or stairs, including NSA, p feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? x Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Antonio Abeleira LS#6779 Title � Professional Surveyor and Mapper " Company Name - - E. R. Brownell & Assoc., Inc. 1 Address / 2525 SW 27 Avenue �" �� i " / City/ State ZIP Code �� Miami Florida 33133 O �I Signtur-it 4 Date Telephone ' 12/15/2016 (305) 860-3866 s•py all pag,szAlf this E vatio Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) Job No.57815-E: Elevations are referred to National Geodetic Vertical Datum(N.G.V.D. 1929). Elevations are based on a Miami -Dade County Public Works Department Bench Mark B-62. the same being a brass bar in concrete located 66 feet of center line of Northeast 96th Street and 23.5 feet of center line of Northeast 10th Avenue , elevation 8.66 feet. A5) Determined using Google Earth. C2a) Finished Floor Elevation 10.1 feet (NGVD 29). C2e) NC Unit Located on the West Side of the building Elev. 7.9 feet. Highest Road Elevation 5.9 feet. Storage building has refrigerator equipment with finished floor elevation of F.F.E. = 7.8' (This equipment do not serve the main building, instead the recreational pool Area). FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95 ST Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters LOMA or LOMR-F request, used. In Puerto Rico only, the elevation is above or below ❑ above or ❑ below the HAG. ❑ above or ❑ below the LAG. 9 (see pages 1-2 of Instructions), ❑ above or ❑ below the HAG. ❑ above or ❑ below the HAG. ❑ above or ❑ below the HAG. with the community's certify this information in Section G. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters E3. Attached garage (top of slab) is ❑ feet ❑ meters E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95 ST Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ G8. Elevation of as -built lowest floor (including of the building: G9. BFE or (in Zone AO) depth of flooding at the G10. Community's design flood elevation: New Construction ❑ Substantial Improvement basement) ❑ feet ❑ feet ❑ feet ❑ meters Datum building site: ❑ meters Datum ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS See Instructions for Item A6. OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt 1285 NE 95 ST ., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: City MIAMI SHORES State Florida ZIP Code 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Photo One Photo One Caption Front View Date: 12/15/2016 Photo Two Photo Two Caption Rear View Date: 12/15/2016 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS Continuation Page OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1285 NE 95 ST Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. r \- Q Photo One Photo One Caption Left Side View (Adjoining Building at the end located on the left side view) Date: 12/15/2016 ,i.: =,: i , yJ . _1ir Photo Two Photo Two Caption Right Side View Date: 12/15/2016 FEMA Form 086-0-33 (7/15) Replaces all previous editions. f6 --low -Pcos-goszs Perry ici GI -Tech Cp r\SS- -\'LC±i B° i u et ®--v-eci-ThcoShores cs�-}-i©I- rip p c m iami Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ‘4uilding permit card. ✓Surveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. \' ertificate of Elevation — (Sealed by surveyor). Expiration date required on the form. Certificate of Insulation. 'Certificate of Soil Treatment (Final treatment -original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and lawn as established by the Florida Department of Agriculture and Consumer Services." Health Department Approval Letter (On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. Soil Compaction Letter (Density report is required) Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) Backflow preventor certificate (Required on commercial projects only) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing) Additional fee is $80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO fee is $150.00 • Commercial CO is $200.00 REV (2/18/2010) oppen.com T 305 576 8404 OPPENHEIM ARCHITECTURE January 26, 2017 Re: FREHLING RESIDENCE 1285 NE 95`h Street Dear Building Official, 245 NE 37th ST Miami, FL 33137 FBC109.3.6.4.4 - To the best of my knowledge, the plans and specifications comply with the applicable minimum building codes and the applicable fire -safety standards as determined by the local authority in accordance with the South Florida Building Code and 633 Florida Statutes. If you should have any questions, please contact me at 305-576-8404. Sincerely, �P,c.- OF FLO? • • ��ENCE © �9• f Q o Z ��VAA 0016620 0 t"ED p,RC'�a CHAD OPPENHEIM PRINCIPAL OPPENHEIM ARCHITECTURE 305 576 8404 / 624 OPPEN.COM MIAMI / NEW YORK / BASEL oppen.com T 305 576 8404 OPPENHEIM ARCHITECTURE January 26, 2017 Re: FREHLING RESIDENCE 1285 NE 95' Street Dear Building Official, 245 NE 37th ST Miami, FL 33137 FBC109.3.6.4.4 - To the best of my knowledge, the plans and specifications comply with the applicable minimum building codes and the applicable fire -safety standards as determined by the local authority in accordance with the South Florida Building Code and 633 Florida Statutes. If you should have any questions, please contact me at 305-576-8404. Sincerely, o Q -rn O J z A 0016620 • !,. J N� <V D A kCr'. • CHAD OPPENHEIM PRINCIPAL OPPENHEIM ARCHITECTURE 305 576 8404 / 624 OPPEN.COM MIAMI / NEW YORK / BASEL ate/m.414ot, ea. 468 E. 9 STREET HIALEAH, FL 33010 P.O. BOX 1418 HIALEAH, FL 33011-1418 PHONE: (305) 885-4966 FAX: (305) 885-4969 Notice of Preventative Treatment for Termites (As required by Florida Building Code (FBC) 104.2.6) I2$5 Ne.-gs Strati Miami S1lovu, Address of Treatment or Lot/Block of Treatment gliil2oi4 q:ooam Date Ti'-,rY1 it -75 Product Used 05•1 - Percent Concentration HVvi2ofl aI M. (Oras Time Applicator min 1daU Opr d 500 C-ia I I Chemical used(active ingredient) Number of gallons applied t0 1 Area treated (square feet Linear feet treated Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line Authorized Signa re I 13d2.on 468 E. 9 STREET • HIALEAH, FL 33010 P.O. BOX 1418 • HIALEAH, FL 33011-1418 PHONE: (305) 885-4966 • FAX: (305) 885-4969 Certificate of Compliance for Termite Protection (As required by Florida Building Code (FBC) 1816.7) 1285 N2 • cies surf -,Miami Shams & Address of treatment or Lot/Blk # of treatment Soil bevel! Method of termite treatment - soil barrier, wood treatment, bait system, other (describe) The building has received a complete treatment for the prevention of subterranean termites. The treatment is in accordance with rules and laws established by Florida Department of Agriculture and Consumer Services. Authorized Signature gc4 t-(.Gwa-Gi, 468 E. 9 STREET • HIALEAH, FL 33010 P.O. BOX 1418 • HIALEAH, FL 33011-1418 PHONE: (305) 885-4966 • FAX: (305) 885-4969 Permanent Notice for Termite Protection (As required by Florida Building Code (FBC) 104.2.7) This structure has been treated for the prevention of subterranean termites by the above named company. An annual inspection and a renewal of the annual termite protection contract is necessary for continued protection. Call the phone number above for inspection and contract renewal. 12- ? Nuc . V3 51-160.t, Mi cuvmi s1OvU s f. Address of Treatment or Lot/Block of Treatment 7450 Griffin Road, Davie, Fl. 33314 Tel: 954-584-6115 Fax: 954-581-2415 E-mail: poeana@soilprobe.net Soilprobe Engineth g & Testing, Inc. September 13, 2016 American Foundation 8700 NW 93`1 St. Medley, FL 33178 RE: Pile installation certification Proposed Generator Pad 1285 NE 95th St. Miami Shores, FL This is to certify that on September 1, 2016 a representative of this office monitored the installation of six (06) 3" O.D. and schedule 80 steel helix piers at the referenced site. The piles were installed at location staked in the field by the owner's representative to depths ranging from 17 to 19 feet below existing grade as; shown in the attached pile log and location sketch. We further certify that our authorized representative observed the piles installation operation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor and in accordance with the approved manufacturer specifications and Florida Building Code. We also certify to the best of my knowledge, belief & professional judgement that the referenced piles are capable to sustain a net allowable bearing capacity of 12 tons (24 Kips) as shown in the attached pile installation log. Should you have any question regarding the above, or if you require additional infonnation, please contact this office. Cc: • _City of Miami Shores, FL Client` _Tech Construction -Pine Log, Location Sketch Engineering is the essence of science and technology SOILPROBE ENGINEERING TESTING, INC. PROJECT: PROPOSED GENERATOR PAD SOILPROBE ;ENGINEERING & TESTING, NCI. Enei nfeeers'Sigh' a nd' Sbal; 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 Type of Pier (in) 3 3 3 3 3 3 3" Helix Piers Installation Log I Contractor: TECH CONSTRUCTION I Load Bearing (tons) Logged By: RC 12 comp ADDRESS: 1285 NE 95 st. Misc. Info: CITY: Miami Shores, FL 3 " O.D. Schedule 80 Pipe Field Notes: Specified Torque (Ft.Lbs.) 6000 6000 6000 6000 6000 6000 Installed Torque (Ft.Lbs.) Penetration (ft) Number & Size of Helices Kips Date: 6000 6000 6000 6000 • 6000 6000 17 19 19 19 18 17 8", 10" 10" 8", 10" 8", 10" 8", 10" 8", 10" 24 24 24 24 24 24 September 1, 2016 Notes Pag.: 1/1 (WVV iaiinie {�gypp a. -.■r..,. ne ^�r r.l!is �P«•ro�s�au] ar +11. 1-=$$� 4�. tf�iyaf��iCl �Yif. �..��s:�1idl�.l..i�i!\ SOILPROBE ENGINEERING AND TESTING 7450 Griffin Road #140 Davie, FL 33314 TeL (954) 584-6115 Fax. (954) 581-2415 American Foundation Pile Location Sketch 1285 NE 95th St. Miami Shores, FL (EL PLATE SHOP DRAWING) PLATE DESIGN 1.O,40 12.0 TON COMPRESSION 8°x8"x3/4° STEEL FLA w/ 4 I" DIA x 5 I/2" NELSON STUDS 8"x8"x3/4" STEEL PLATE w/ 4 s" DIA x 5 1/2" NELSON STUDS 15" 2.5"2.5" 15" TOP VIEW HELICAL PILE 3" ID 35" OD SCI -1. 40 SLEEVE SIDE VIEW PROPOSED GENERATOR PAA 128D NE SSth STREET MIAMI SHORES I:LORIDA HELICAL PILE Pu = 1.4 x 24K = 33.K Mu=16.8Kx25"=42_K 42-K= 09x36x25T2 T = 0.12" USE 3/4" THICK PLATE c) SOILPROBE ENGINEERING it TESTING MIMES. nil. INSPECRON AND TERING SERVICES 7450(iMRD. SINE 140,R3;314_ Te. ONO MOS Flus 0e4) MRCS i , ///mss %'E '- '� Cz ,) oK 3/ g yi r�NSP�E�CTION STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab ''X#/- /Za/ ? Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters /' / Roof Sheathing i a %i'' Bucks Windows/Doorj Interior Framing /7/ Insulation Ceiling Grid Drywall `ii%fi '/11 Firewall Wire Lath EV Pool% Pool Deck 11111111( Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Pool Wet Niche Roof in Progress Sewer Hook-up Undergroun.; Mop in Progress ' t Footer Groun.l; „tWIP! Final Roof 4 Wa Shutters Attachment Tank Walll Rough Final Shutters Well °` Ceiling R.- • Rails and Guardrails Lawn Sprinklers Roug /5)2 ADA com *Hance i11 Main Drain Pool Pi in • Backflow Preventor FINAL IMP ,'' h/ 1 d� DOCUMENTS Soil Bearing Cert Catch Basins TV Roush Soil Treatment Cert / /Z -/y -/q Millanil� Floor Elevation Surve HRS Final 1j�', Cable Rough ' 'i Reinf Unit Mas Cert r- Cable Final 1 Insulation Certificate l 4 Intercom Rough Spot Survey vz?, l• Final Surve Truss Certification Alarm Rou. h STRUCTURAL COMMENTS Alarm Final Fire Alarm Rough legallaraZ 1■■111 L 7 ZONING INSPECTION DATE INSP Zoning Final Final Alarm ZONING COMMENTS DATE r r ELECTRICAL INSPECTION Water Service Temporary Pole 2"d Rough 3 -/ f4 30 Day Temporary To. Out L - i, Pool Bonding Fire Sprinklers ooI Deck Bonding Septic Tank Pool Wet Niche Sewer Hook-up Undergroun.; ' t Footer Groun.l; „tWIP! 4 Wa : W. Tank Walll Rough Well °` Ceiling R.- • Lawn Sprinklers Roug /5)2 f ,, Main Drain Pool Pi in • Backflow Preventor Teleshone Roush Interce .tor Telephone Final _MINI Catch Basins TV Roush Condensate Drains Millanil� HRS Final 1j�', Cable Rough ' 'i r- Cable Final 1 - l 4 Intercom Rough vz?, l• Intercom Final f. --ns. res IL i' Alarm Rou. h DATE Alarm Final Fire Alarm Rough legallaraZ 1■■111 Fire Alarm Final /, Service Work With FINAL Maize ELECTRICAL COMMENTS ?ire,. c5'd_ Final Hood FIRE INSPECTION laj.1 INSP Final Sprinkler Final Alarm FINAL DATE Z PLUMBING INSPECTION DATE Rough Water Service n 2"d Rough 3 -/ f4 1 To. Out L - i, t Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas -ft,. yr--r'f(v : W. Tank Well °` Lawn Sprinklers Main Drain Pool Pi in • Backflow Preventor �� Interce .tor Catch Basins Condensate Drains HRS Final 1j�', FINAL. r° taller' PLUMBINGCOMMENT ../'' !,v `. f0,4 vz?, l• 0.41L . 41;1' f. --ns. res IL i' C.. t_ at r - di''._ MECHANICAL INSPECTION DATE Underground Pipe Roush legallaraZ 1■■111 Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation 11 Final Pool Heater i Final Vacuum I Alliliftle FINAL COMMENTS ,y ill Mir ME rill I re, � im km s miilmillimilmurillimmill111 I... ,,L 4/497 INSPECTION RECO Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 .dc 4-- c/e.,--‘.)1-- POST ON SI fE ‘.)AjC-3-14-564 Li�zzj,,�_. Permit Permit Type: Residential Construction Work Classification: New Issue Date: 9/24/2014 Expires: 03/23/2015 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132060144020 Owner's Name: ROBERT AND NANCY FREHLING Job Address: 1285 NE 95 Street Bond Number: Miami Shores FL Contractor(s) Phone Primary Contractor T - H CONSTRUCTION GROUP IN ra.5)863- •02 ►, s " t c .0s/6, rvt°0/_(16 uva 6, 771 7/9 c„.k.„ 5,, ,474,.. A . tom' r/tom Owner's Phone: Total Square Feet: Total Job Valuation: 4006 $ 657,595.00 WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. 2—c ss, OA- J L� /Ce -,%G �A 1 .-31 6--/ nit le: JAL 5 vu,./C/. CLO1. r 0 NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE T' -IAT WORK 18 ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-209502 Permit Number: RC -3-14-564 Inspection Date: December 18, 2014 Inspector: Dacquisto, David Owner: FREHLING, ROBERT AND NANCY Job Address: 1285 NE 95 Street Miami Shores, FL Project: <NONE> Contractor: TECH CONSTRUCTION GROUP INC Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: New Phone Number Parcel Number 1132060144020 Phone: (305)863-1902 Building Department Comments NEW 2 STORY RESIDENCE Infractio Passed Comments INSPECTOR COMMENTS False C.,:e (I & Passed Inspector Comments 6. Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. until For Inspections please call: (305)762-4949 December 18, 2014 Page 1 of 1 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑PLUMBING JOB ADDRESS: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 ) Master Permit No. RC 14— S(oef Sub Permit No. ROOFING ig REVISION ❑ EXTENSION ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR /285 NE os- sr ❑ RENEWAL ❑ SHOP DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: /I ' 32 -Pb - 0,01 - i1020 Is the Building Historically Designated: Yes Occupancy Type: Load: Construction Type: Flood Zone: OWNER: Name (Fee Simple Titleholder): )206-e4-/- I✓ 0sCof 9'Q'E/ .) Address: /2/ 2 NC '-r BFE: Phone#: 33l3S NO %( FFE: City: /9/A07/ VirP/tieS State: Tenant/Lessee Name: Email: /VW:2r e Ocierv. " GOA CONTRACTOR: Company Name: reed, CPAY 'C'it»j 691431uP Phone#:(8406/402- Address: 281 4/1,1-14/061-4 O/r. Phone#: Zip: 33/ 30 city: 17/Ail so,4,6S State: 1G Qualifier Name: /21)6e1440 ®bhS3 / 84 zip: 39 64, Phone#:l 5OS J BG3 J Z. State Certification or Registration #: CGc. / 512.300 Certificate of Competency #: DESIGNER: Architect/Engineer: d,//A f /r7/t ,'14/% d- /J SIr. i Address: s- Ne 3 - vr City: 01/ y Value of Work for this Permit: $ f Type of Work: I i Addition 1-1 Alteration Phone#: (36-) 5? • gffaY State: Ft Zip: �3/3q Square/Linear Footage of Work: ❑ New n Repair/Replace Description of Work: /'fir/ CA -/Z94 + 771 le-4,4�C 'T.4''/ ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ R'. CO CCF $ CO/CC $ Scanning Fee $ °b Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews KDO - ( Bond $ TOTAL FEE NOW DUE $ 14 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this 1 3 day ofQ , 20 15 , by [2-bbQO— 1(ehtitV\oi , who,is personally known to me or who has produced 61`R.I�uJ\'\ as identification and who did take an oath. I ��ot`,,,,,,,,,, BRENDA PAUL .;$ o_ Notary Public - State of Florida •t ?�. = My Comm. Expires Sep 6, 2015 ,F Commission # EE 127954 ,,,,,,,, Rondec'' `" n^h National Notary Assn 11 Sign: Print: Seal: Signature The foregoing instr f' 3 day of NTRACTOR nt was acknowledged before me this 20 cii5 , by PALO 46eNtG4.4, who is personally known to me or who has produced identification and NOTARY PUBLIC* Sign: Print: Seal: as BRENDA PAUL Notary Public - State of Florida • E My Comm. Expires Sep 6, 2015 �'!:FOFF,, Commission # EE 127954 '",,,,,,, BondedThrough National Notary Assn. { A L Ol� �" ick,d *********************************r, ************************************************************************ APPROVED BY (Revised02/24/2014) 3! Plans Examiner Zoning Structural Review Clerk BUILDING Miami Shores Village o'' • Department �, • A `� u , Miami Shores, Florida 33138 Te1:430 795- 204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 Master Permit No. Pc 31 c✓ — y PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL 0PLUMBING ❑ MECHANICAL E PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB Ali -DRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): f24JI3L� 4-A'O Address: /ZOO A '? 95 5-r Phone#: (0°5) 7412 3If City: r71 477) S"1 -o-2,65 State: ;`G Zip: 33f 3 S Tenant/Lessee Name: Phone#: Email: %23.N1 -e Dari covt.1 CONTRACTOR: Company Name: x.-6,1 vc/-4o,,) Address: 26LI�LvA-�O Oct. . Phone#: (3°59 N3-- ,oz City: f-7"4'1' S'P'-i'-ZS State: 1 Zip: 35/6,(0 Qualifier Name: i2C,4o Phone#: (-30s) eb3 /HOZ State Certification or Registration #: 66C- `S / z --ENa Certificate of Competency #: DESIGNER: Architect/Engineer: 'P/ -)/i'4-'? ,17'-41-1°< Phone#: C3t35-) --,551A0`1 Address: .21/6-A--/- 3 TSf- City: t7/99 -2r7% State: Zip: 331331 - Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work} 77E05 c, Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ - CJ0 Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ C90 Bond $ TOTAL FEE NOW DUE $ (CD c4- riclo (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this 111 day of 5F-�Te/1 , 20 / S , by Signature CONTRACTOR The foregoing instrument was acknowledged before me this /y day of , who is per pally kn wn to 406" v 1474 1Awho is personally known to me or who has produced as me or who has produced as F-120 /S , by identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: °:::"'�, CARLOS SANABRIA 011 4:: y .'*= Commission # FF 37673 "s,�i( t,o�F My Commission Expires gri %'Fri. ,,,,,, JUIy 18, 201 7 ******** '"��a-rir lr�cwii� tr�rrr�atf.5/6 NA APP ROVED BY (Revised02/24/2014) (4/ identification and who did take an oath. NOTARY PUBLIC• Sign:/11.11 Print: Seal: ******************* Plans Examiner Structural Review CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 2017 Zoning Clerk or Walt* INJ i` Git' Of Miami Sprits 201 Westward Drive Miami Strings, FL 33166 SustmmLlummt L ea'tfon aCdf - Nber/Class Issue date . Bu lnesa Tax Penalty . Total ?IIANT SPRINGS CONSTRUCTION GROUP CU 1 WESTWARD DRIVE Aco DI CERTIFICATE OF LIABILITY INSURANCE low- DATE(MM/DD/YYYY) 04/24/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy (les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certHtcate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater, FL 33756 CONTACT NAME: PHONE (NC, No, Ext): 1-800-277-1620 x4800 FAX (A/C, No): (727) 797-0704 E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIL# INSURER k Frank Winston Crum Insurance Co. 11600 INSURED FrankCrum L/C/F Tech Construction Group, Inc. dba Tech Construction Group 100 South Missouri Avenue Clearwater, FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: $ INSURER F: DAMAGE TO RENTED PREMISES (Ea occurrence) COVERAGES CERTIFICATE NUMBER: 315691 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REOUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ONSR LTR TYPE OF INSURANCE ADDL INSRD SUBR WVD POLICY NUMBER POLICY EFF (MMADDIYYYY) POLICY EXP (MMIDOIYYYY) LIMITS GENERAL I Iean ITY COMMERCIAL GENERAL LWBILITY EACH OCCURRENCE $ DAMAGE TO RENTED PREMISES (Ea occurrence) $ CLAIMS -MADE OCCUR MED EXP (Any one Pelson) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN_ AGGREGATE LIMIT APPLIES PER: POLICY n PROJECT ElLOC PRODUCTS-COMP/OP AGG $ -I $ AUTOMOBILE LMIBRITY ANY AIIf0 ALL OWNED AUTOS HIRED AUTOS ED SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE UMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ UMBRELLA UAD ExCESS LIAR _ OCCUR CLAIMS -MADE EACH OCURRENCE $ AGGREGATE $ DED RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABIUTY OFFCER/MEMBER EXCLUDEDXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, dew:rate under DESCRIPTION OF OPERATIONS below Y/N N/A WC201500000 01/01/2015 01!01/2016 XWC ATUTORY OTH- UMRs ER E.L EACH ACCIDENT $1,000,000 E.L DISEASE -EA EMPLOYEE $1,000,000 E.L DISEASE -POLICY UMIT $1.000,000 DESCRIPTION OF OPERATIONS 1 LOCATIONS / VEHICLES (Attach ACORD 101, AddlonoI Remarks, Schedule, H more space Is required) Effective 08/15/2004, coverage is for 100% of the employees of FrankCrum leased to Tech Construction Group, Inc. dba Tech Construction Group (Client) for whom the client is reporting hours to FrankCrum. Coverage is not extended to statutory employees. ATE HOLDER CANCELLATION City of Miami Shores 10050 NE 2nd Avenue Miami Shores, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZEDREP, /////` �y". ACORD 25 (2010 The ACORD name and logo are registered marks of ACORD O 1988-2010 ACORD CORPORATION. All rights reserved. ARD® CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) 5/18/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POUCIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater FL 33756 CONTACT NAME: PHONE ): (727)412-7765 No): (727)600-1526 E-MAIL FCIA@frankcrum.com ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A:Accident Insurance Company 11573 INSURED Tech Construction Group, Inc. 284 Westward Drive Miami Springs FL 33166 INSURER B : CPP500174803 INSURERC: 5/18/2016 INSURERD: $ 1,000,000 INSURER E : $ 100,000 INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR i LTR TYPE OF INSURANCE ADDL INSD SUBR MD POLICY NUMBER POLICY EFF (MM/DD/YYYY) POLICY EXP (MM/DDMYYY) <JMI� A X COMMERCIAL GENERAL LIABILITY CPP500174803 5/18/2015 5/18/2016 EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED PREMISES Ea occurrence) $ 100,000 CLAIMS -MADE X OCCUR MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L X AGGREGATE POLICY OTHER: LIMIT APPLIES JET PER: LOC PRODUCTS - COMP/OP AGG $ 2,000,000 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ $ DED RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESRIPTION OF OPERATIONS below Y/ N N/A PER STATUTE OTH- ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS/ VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached It more space is required) General Contractor: Carpentry & Roofing Work License #'s CCC1329230, CGC1512700 & CGCO25652 CERTIFICATE HOLDER CANCELLATION Miam]. Shores Village Building 10050 NE 2nd Ave Miami Shores, FL Department 33138 SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Matt Crum/RS +---------te ACORD 25 (2014/01) INS025 Mn14n1l ©1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD .0119_0°-')\5- BUILDING iI202U\5 BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 JAN 1 U15 BY: FBC 20 l3 Master Permit No. /RC \4 ' Sub Permit No. %BUIL30 ELECTRIC ❑ ROOFING REVtSTO ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL El PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: L2 95 IV . E. 954(1' S i. City: Miami Shores County: Miami Dade Zip: j 3 J0. ii Folio/Parcel#: 1 t - 320(0- 0 14 -'O 2 (2 Is the Building Historically Designated: Yes NO Y. Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): (2-O(0ert )&¢v C.Y Phone#: 3o5'- 1-4'2-? 44', Address: \2'Iv .E. G5 -y(-1. 5�^ City: M j GtY1n l' 3t o Ines State: L Tenant/Lessee Name: k) /h` Email: cZ0()'e IP` -t 6 C%%i -t`{ 1 C o Vv Zip: X7313 Phone#: CONTRACTOR: Company Name: 7Cal COW -Ate UCA ci bvel, -1VIG Phone#: -, OS 063--1802 Address: 2°,04 Vv elt LoGCId-4 1Ov. �p: .331690 City: "AA t,1 el V�'11 ��^(�� State: �L^ ° Zi � Qualifier Name: P-09\ v' (O kok6 e"1 C 1°A. Phone#: 305- 4-33-71-0 State Certification or Registration #: 1J C e Cl 5 1:2:1-0D ' ^ (, Certificate of Competency #: DESIGNER: Architect/Engineer: eR 1q�E,i\i ��r PI Altaic' `Mt) v'e.g ecit'eplPhone#: c-)5.---5-1-4, Address: 2 (5 �t-.➢ --4' 5 V t* 102City: t't'(..k."Yvnl State:'PL- Zip: 3")t3 - Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration RI. New ❑ Repair/Replace D Demolition Description of Work: 7 1 '€ `, f tk Y le, 'e V 1 `a a) Specify color of color thru tile: COubmittal Fee $ Permit Fee 14F), . CCF $ CO/CC $ Scanning Fee $ '0 ' UU Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ ! GO ,C0 80 CO Bond $ TOTAL FEE NOW DUE $ 3 icy' . go (Revised02/24/2014) _d Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not if,e approved and reinspe tion fee will be charged. Signature OWNER or AGENT Signature The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 15- day of IAA\V , 20 15 , by i 5 day of 1" ' "- c l , 20 15T , by (ir nrthkAiklel , who is rso y kn• n to f -J2.10 , who is •ersonally kn•wn to me or who has produced as me or who has produced identification and who did take a oath. NOTARY PUBLIC: identification and who did t NOTARY PUBLIC: Sign: Print: Seal: *** e an oath. :tit; '4p4 :ar CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 017 Sign: Print: CAVAo_s so l►J Seal: *************** Plans Examiner APPROVED BY tt irf (Revised02/24/2014) Structural Review CARLOS SANABRIA Commission N FF 37673 My Commission Expires July 18, 2017 as Zoning Clerk ACI©1ece DATE (MMJfOD/YYYY) CERTIFICATE OF LIABILITY INSURANCE J 01/26/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER- THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: 11 the certificate holder Is an ADDITIONAL. INSURED, the policy (lee) must be endorsed, If SUBROGATION IS WAIVED. subject to the terms aria conditions of Ina policy, certain poUeios may raquiro an aneorsoment. A awtumen>. on thio eordflaata dean not eonter rights to the certificate holder In Iteu of SIAM undorsement(E). PRODUCER FCONTACT NAME: FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater, FL 33756 PHONE muC. No. EA • 14013-277-1120 x1800 E-MAIL ADDRESS: FAX SA/C. Nam /72717E74704 INSURERJS)APFORDING COVERAGE NAIC/I INSURER A. Frank Wln$ron Crum Insurance Co, 'Mee INSURED INSURER 6' FranKCrum LJC/F Tech Construction Group, Inc. dba Tech Construction Group 100 South Missouri Avenue IN5U1ER E. Cleerwatc�, FL. 33756 INSURER �• COVERAGES CERTIFICATE NUMBER: 309502 REVISION NUMBER: THIS 15 TO CERTIFY THAT THE POLICIES OP INSURANCE LISTED BELOW HAVE BEEN ISSUI?O TO THE JNSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDlTiON OF ANY CONTRACTOR OTHER DOCUMENT V CTH RESPECTTO WHICH THIS CERTIFICATE MAY BE LSSIED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN i5 SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS Of SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INsuRER C: INSURER D' INSR TYPE OF INSURANCE LTR GENERAL LIABILITY CoM ERCIAL 6ItNERAL UAWLITY CLAIms-NWDE I- IOCCuR ADDL. JNSRO SUER WVD POLICY NUMBER POUCY EFF IMM/OINYYYYI POIJCYEXP (MMIDOM'YY) GEN. AEGREGATE ub11T APPUez PER: -poDCY J —1 PROJECT, OC AUTOMoslLC LlAEIUTY ANY AUTO ALL OWNED AUTOS HIRL'D ALITOS SCHEDULED AUTOS NON-O(NNED AUTOS A UMBRCIAA LIAR EXCeas LIAR OCCUR CLAIMEAVLOE UNITS EACH OeetARENCE DAMAGE, TO RENTED PREWWsss (Ea aot nr.) MED Exp {Arty UM Pint.) PERuoNA46J0V INJUKY GENERAL AGGRECOTS PRODUCTSCOMPIOP ADO tiIEaCOMUNED) ENGLE UNIT ag�y,a UODILY INJURY (Pu Ea$FA) EDDtLY INJURY IPU aednm,11 PROPERTT DAMAGE a®dallt DEDRETENTION t WORNCkS COMPI:'NSATIW AND EmPLOYEHr L ASIUTY ANY PRoFsesTORIPANYNER/sYscu 1/s oFFICERft.tM ER ExCLUDFA/ (Ma Idigo y ll NN) Ii we,. (wall* undw DESCRIPTION OF OPEHA710NE actor rY/N L _--I N/A W0201500000 EACH OCUR1tiNCE S AGOIEOATE 01/01/2015 01/01/2016 we 5TATUTokY LIMITS E.L. EAc.AL ACCIDENT OYM. 1 ER E.L. DrIS.A .EA EMPLOYEE E.L DItEAFE.POUCY LMT DESCRPTION OF OPERATIONS/ LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks, Sciedule, B more apace le regured) Effective 08/15/2004, coverage is for 100% of the employees of FrankCrwn leased to Teoh Construction Group, Inc. dha Tech Construction Group (Client) for whom the client is reporting hours to FrankCrum, Coverage is not extended to statutory employees, CERTIFICATE HOLDER CANCELLATION City of Miami Shores 10050 NE 2nd Avenue Miami Shores, FL 33138 ACORD 25 (2010106) 5HOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF. NOTICE YmLL BE DELNERED IN ACCORDANCE WITH TWE POLICY PROVISIONS. AUTHORIZED REP�VE ,�,� The ACORD name and logo are registered marks of ACORD 01986.2010 ACORD CORPORATION. AIt tights reserved. BUILDING PERMIT APPLICATION 11 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 lC Master Permit No.9-014 - Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING CI REVISION ❑ EXTENSION ❑RENEWAL El PLUMBING ❑ MECHANICAL El PUBLIC WORKS D CHANGE OF ❑ CANCELLATION ❑ SHOP ALn. DRAWINGS JOB ADDRESS: 1 Z.b5 ALL . 4 S, T" City: Miami Shores County: Miami Dade Zip: 331,6 Folio/Parcel#: 1(• SZOG . 0(4 . 4o'l.o Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: (Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 120%9F pj41AA14 Phone#:1f3) 74. 3448) Address: (VI 7 i.e.. c sr City: 1(Atmel l40.$ State: `F'ls Zip: 3> Tenant/Lessee Name: iii- Phone#:C 74Z. 340 Email: 06414,111, COM CONTRACTOR: Company Name: '(# Con )C 1OhL Phone#: Cis) 0:56 3 • IctoZ Address: .2...A L> . City: sPi Wit l ,f V1 it State: . Qualifier Name: RcalE4O 1 mict.4.., State Certification or Registration #: G ..16--12_1®0 Certificate of Competency #: DESIGNER: Architect/Engineer: o'.1\\1 IA Pc.L•arc'ECX Address: Z4 ? . -51 ri° City: M M4 [ State: 1- Zip: ✓313/ Value of Work for this Permit: $ Square/Linear Footage of Work: Zip: 531 Q Phone#(3 •O 9 6Z Phone#: 0205.-76 Type of Work: ❑ Addition ❑ Alteration �ll New , Description of Work: ? 0 k coNko X tcJJyD) ❑ Repair/Replace ❑ Demolition L' Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ 12 ' Radon Fee $ Technology Fee $ CCF $ DBPR $ CO/CC $ Notary $ Training/Education Fee $ Double Fee $ Structural Reviews $ g .0-> Bond $ TOTAL FEE NOW DUE $ I • (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be clone in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspe, tion which occurs seven (7) days after the building permit is issued. In the absence ch posted notice, the inspection will n• be approved d rel pection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledge 61 1 day of Oa_ PaP\A- -frEjWI , who is p me or who has produced as identification and who did ,. ke an oath. NOTARY PUBLIC: before me this , 20J by n to MD 0.JQ$ CAA. , who is p'rsonally kn rwn to me or who has produced as identification and who did take an oath. Signature /OOP CONTR'111r The foregoing instrument was acknowledged beforeeme this (1 day of OM- , 20 (4 , by Sign: Print: Seal: APPROVED BY (Revised02/24/2014) CARLOS SANABRIA Commission 8 FF 37673 My Commission Expires July 18, 2017 ##################### NOTARY PUBLIC: Sign: Print: C'i7t.OS TA8 n$ al CARLOS SANABRIA Commission H FF My Commission Expires 37673 7 Plans Examiner Zoning Structural Review Clerk Miami Shores Village Building D BUILDING PERMIT APPLICATION FBC 2014 544 Master Permit No. 2.C. X14- - 50* Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL El PLUMBING ❑ MECHANICAL El PUBLIC WORKS D CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR JOB ADDRESS: 1255 1\1S qS Seo DRAWINGS City: Miami Shores County: Miami Dade Zip: 3313$ Folio/Parcel#: 11 - 32.0(0 -D 1+ —409,0 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 9- UI -Y g< 1 1f ! l ¶(d1(-1(9 Phone#: t3os) 142 ' 51415 Address: i 2c12 RE 95 S� J City: Mi Anel 6hort✓5 State:- Zip: 33135 Tenant/Lessee Name: Phone#: Email: rob - e me.41- . Corn CONTRACTOR: Company Name: -f-cch CrDf15\)C.`h.c,ri C iV 97 Phone#: (3o$) g63 L(102- Address: aC2Address: Z CI a-6 c4r ciC• City: t' OIYVk SprWLC1S State: - Zip: 33166 Qualifier Name: 0 d V14c5& C.tQ Phone#: State Certification or Registration #: C GC- 15121'0' Certificate of Competency #: DESIGNER: Architect/Engineer: O pe.n herrn Amh 1 D5n Phone#: (301") 54.(:, S401 - Address: 24.5 N.6• s{ City: State: ‘..1. Zip: 31.54 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration Q New D Repair/Replace ❑ Demolition Description of Work: RC'LAtilyii L -tart Cal- '- Specify color of color thru tile: Submittal Fee $ Permlt Fee $ S . C -ii CCF $ CO/CC $ Scanning Fee $ 9 • CV Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ L. ,' e (f) Bond $ TOTAL FEE NOW DUE$ 28 4. (Revised02/24/2014) Bonding Company's Name (it appticaoiel Bonding Company's Address City State Zip ..,urtgage Lender's Name (if applicable) Mortgage Lender's Address City State Zio Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this S day of AO3 c.5SC ,20 (( ,by Z,o _ i? 4td►sG , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Signature CONTRACTOR The foregoing instrument was acknowledged before me this 19 day of ki)605 ' , 20 1(o by efl4 1.745elnUCl , who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: ' Sign: Print: ' ' S W 6/46. Print: DaVOS i At? t2 4 - Seal: Seal: ******** * ,\IIIYI1I,,,,/ :�`lPi 51B 'o;;41e CAI2LOS SANABRiA C• ,nn:,ssion !r f i 37673 My Commission Expires Jul 18, 2017 APPROVED BY (Revised02/24/2014) "w'o''' CARLOS SANABRIA 'V''': 4B?o irk.c Commission # FF 37673 �My Commission Expires 9Yi-rj •►c: '%,:oFv�eo` July 18, 2017 ********************** • Plans Examiner Zoning Structural Review Clerk COVER SHEET Structural Calculations for Railing Project: Frehling Residence 1285 NE 95 St Miami Shores, FL 33138 INFINITY ENGINEERING Infinity Engineering Services, Inc. 14746 SW 60 St Miami, FL 33193 Tel: 786-287-3922 www.InfinityEng.us CA# 26963 Michael Irito, PhD, PE PE# 66360. • •• • • • • • •••• ▪ •••• • • •• . • • • • •• • • • • • • • • •••• •••• •• • • •• •• • . • • •• • • • • • • • • • • • • .: Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 1 of 10 • • • • •• CHECK GLASS RAILING On Top Rail: Concentrated load = 200 lbs any direction, any location Uniform load = 50 plf, any direction perpendicular to rail On In -fill Panels: Concentrated load = 504 on one st. Distributed load = 25 psf on area of in -fill, including spaces Wind load = As stated for the application and components Glass stresses are designed for a safety factor of of 4.0 LOAD CASES: Dead load = 6.5 psf for glass 1.8 plf top rail 8.6 plf for base shoe •••• • . •••• • • • . • •• • •• • • • • •• • • • • •••• • • • •••• •• • • • • •••• • • • . •• .• • • • • • • • • • • • • • • • •••• • •• • • • • •• WIND LOAD = W psf on face area T.T, = 25 PSF entire area including spaces Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 2 of 10 Loading: Horizontal load to base shoe 25 psf 'H or f"'H Balustrade moments lila = 25 psfH2/2 or l� = w psi.* H212 For top rail loads: = 200eH = 5Op1FH TOP RAIL -- VARIOUS STYLES BASE SHOE •••• •• • • •••• 4,10 • • no •• • •• • • • • c •• • [:1 • • 2 •••• • • • • ANCUOI ••• • •• AS APPROPRIATE • •••• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •••• • • • • • Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 3 of 10 GLASS STRENGTH All glass is fully tempered glass conforming to the specifications of ANSI Z97.1, ASTM C 1048-97b and CPSC 16 CFR 1201. For the 1/2- glass the minimum Modulus of Rupture Fr is 24,000 psi. The actual Fr for the tempered glass is 24 ksi to 26 ksi, therefore the true Safety Factors are larger than the 4.0 shown herein. Allowable glass bending stress: 24,000/4 = 6,000 psi. — Tension stress calculated. Bending strength of glass for the given thickness: S = 1''"' (t)2 = 2 (t)2 in3/ft 6 For 112" glass S = 2*(0.5)2 = 0.50 in3/ft 111� = 6,000psi*0.50 in3/ft = 3,000"#/ft = 2504 For cantilevered elements basic beam theory for cantilevered beams is used. M. = W L`/2 for uniform load W and span L or 1L1p = P*L for concentrated load P and span L. For 200 ib concentrated load Worst case is load at end of panel top corner with•lep.rop rail: • The lead wilt ial tially resisted by a strip = 8t • • Foy fir.: glass .z.4. ••The.F ear wilt lrinsfer along the glass at a 45' angleie spre&d•'�c�oss the panel. . • • b2 -bl+h • • . • • • . • • • Olt :nem top •• M = 200#:2" = 400"# S=0.25in3 fb = 400"#/0.2.5 in3 = 1600 psi Determine minimum panel width for 42- height M = 200#*42" = 8400-# S = 0.5 in3/ft and Fb = 6.000 psi 1. = (8400/(6000*0 5) = 2.8' Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 4 of 10 b2 8/15/2016 2 1/ 2" X 4 1/8" GLASS BALUSTRADE BASE SHOE t t 3/4 a Pgr, 41/8" 718° 21 1.25" yTa 6063-T52 Aluminum extrusion Fully tempered glass glazed in place. using the Taper -Loc dry -glazing system. Shoe strength — Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = S F, or Fe F� = Fe = 12.5 ksi (ADM Table 2-23. Sec 3.4.4) S1=12'° .075"' */6 = 1.125 in3/ft Ma = 125 ksi* 1.125 in3/ft = 14,062#" /ft Leg shear strength 4) bottom t1,=0.a5, Fr 8.5 ksi (ADM Table 2-24, Sec 3.4.20 V =0.75" 12"/ft:8.5ksi= 765klft Base shoe anchorage: Typical rail section: 42- high 50 plf top rail load or 25 psf panel load • •' • — Op —214/ft .... • 1P42- • MW = 25 psF3.5'.;:21`•2--:i'837. '#•• • Typical Anchor load — 12" o.c. — Ta = 2,100"#/'1.25" = 1,680# .•. . • •••• . . .. • • • • •.• • • • •••• • • • • • • • • • • • • • •• • • •••• • • • • • • • • • • • • • • Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 5 of 10 • •• • • • • •liag Scfew•Renetration: p := L - (0.75 . in + E) • •• • Penetr9• • • • • ▪ 13epth Factor: C•d := min, --8 ,1.0 • • • ; Perp = $tb1b • • . • • •••• •. • _. •.• 1pytable := - - Bolts • CHECK RAILING A ANCHOR BOLTS Based on 3/8" Dia x 3" lag screws into stud framing. TENSION Nominal Length: L = 3.in Unthreaded Shank Diameter: D = 0.375.in Specific Gravity: G = 0.55 Thread Length: T = 2.in Length of Tapered Tip: E = 0.22.in Load Duration Factor: CD := 1.60 Lag Screw Withdrawal: W = 352•— Ib in No_of_Bolts = 4 Tension_Allowable := W • CD. (T - E) • No_of Bolts Tension_Allowable = 40131b SHE,A116°. •••• • • • • .• •• • • • • • • • • • • • .•• •• • • •• •• ••• Applied_Tension = 200 Ib p = 2.03.in Cd = 0.68 Shear Allowable = 948 Ib Applied_Shear = 200 Ib if(Applied_Shear < Shear_ Allowable A Applied_Tension < Tension_Allowable, "OK" , "NG") = "OK" CHECK INTERACTION Applied_Moment = 8001b -ft Moment_Arm = 7.25•in Applied_Moment Applied_Tension Applied_Shear Moment_Arm I:= + + Tension_Allowable Shear Allowable Tension_Allowable 2 0.92 if(I s 1.0, "OK" , "NG") = "OK" Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 6 of 10 CHECK RAILING B ANCHOR BOLTS Based on 3/8" Dia x 6" lag screws into stud framing. Loading based on max of: 200 Ib*3.5ft/3 ft min panel width = 234 Ib*ft, 50 pIf*3.5ft=175 Ib*ft TENSION SHEAR Nominal Length: Unthreaded Shank Diameter: Specific Gravity: Thread Length: Length of Tapered Tip: Load Duration Factor: Lag Screw Withdrawal: L = 6.in D = 0.375.in G = 0.55 T = 3.5.in E = 0.22.in CD:= 1.60 W = 352•— Ib in Tension_Allowable := W•CD•(T - E)•No_of Bolts Lag Screw Penetration: Penetration Depth Factor: Zperp = 3501b Shear_Allowable := ZpB1p•Cd•No_of_Bolts p := L - (0.75 . in + E) Cd := min ,1.0 8•D No_of Bolts = 2 Tension_Allowable = 36961b Applied_Tension = 0 p = 5.03.in ••• .. • Cd = 1.00 • • ... •••• •••• • • • •••• .• • • • • •• • • • • • • •• • • . . • Shear Allowable•; 7001b •••• • • • Applied_Shar = 2C0 lb • •• • • • ••• •••• if(Applied_Shear < Shear Allowable A Applied_Tension < Tension Allowable, "OK" ,"NG*) "'OK" • • CHECK INTERACTION Applied_Moment = 234 lb.ft Moment_Arm = 1.25.in Applied_Moment Applied_Tension Applied_Shear Moment_Arm I:= + + Tension_Allowable Shear Allowable Tension Allowable - 0.89 if(I s 1.0, "OK" , "NG") = "OK" • • Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 7 of 10 P = 2001b CHECK RAILING C POST (USING ALUMINIUM 6061-T6) MAPF = 7001b.ft L = 3.5.ft Welded = "No" E := 10100•ksi POST SECTION PROPERTIES Dp = 3.00.in BP = 1.00.in Bp•Dp3 – (Bp – 2tP)(DP – 2.tp)3 3 S :_ – 0.63 • in 6•Dp BENDING 12.5. MApp Cb :_ – 1.67 2.5•MApp + 3•MA + 4. MB + 3•Mc tp= 0.125•in f := MAPP – 13.26•ksi S TENSION, EXTREME FIBER, RECT TUBES IN BENDING IN THEIR OWN PLANE Fty :_ 35 • ksi if Welded = "No" 15 • ksi if Welded = "Yes" = 35.ksi Ft„ :_ kt := 1.0 n„ := 1.95 nv := 1.65 F>y t Fri := n = 21.21 • ksi Ft2 := k o – 19.49.ksi Y t u 38. ksi if Welded = "No" = 38. ksi 24 -ksi if Welded = "Yes" Ft := min(Fti , Ft2) = 19.49•ksi f — = 0.68 Ft COMPRESSION, EXTREME FIBER, RECTANGULAR TUBES if(f < Ft , "OK" , "NG") = "OK" Dp 2•tp2•(Bp - t)2•(Dp – tP)2 4 St=123 S2=1680 c:=—=1.5•in J:=–0.42•in •••••• 2 Bp + DP•tp– 2tp2 • •' • • ,s•Bp Dp • '(a - 2tP) • (DP - 2t)3 – 0.95.1n4 Se := IX = 0.63 in3 • • 12 •c • • • • • • • 1)p•Bp 0.Np-2tp)•(Bp– 0 • • •••• • •••• •• • • •• Fc2 :_ • • 12 •. • • • • 2$9-8.238. • • • _ • •• 10.2 – 0.082. 23600 /2•L•Sc\ ly•J J_ 23600 /2•L•Sc� ly J_ p)3 2t – 0.15414 L•S, S := – 209.22 0.5 ly•J •ksi if Welded = "No" = 20.46.ksi • ksi if Welded = "Yes" • ksi if Welded = "No" • ksi if Welded = "Yes" = 112.8.ksi F. f —f = 0.65 Fc Ft if S s Si Fc1 if Si <S <S2 Fc2 if S >— S2 = 20.46. ksi if(f < Fc, "OK" , "NG") = "OK" rehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/201 8 of 10 CHECK SS RAILING CABLES Using 1x19 SS Cables Using maximum deflection of 0.5" to prevent 4" ball from penetrating cables spaced 3" apart, determine force applied to ball required to penetrate it. FBC does not specify a minimum for this force, but it should be reasonable. SECTION PROPERTIES D:=-3•in 16 Fps:= 50•Ib L:= 48.in LT:= 48•in := 0.5.in Eeff:= 16300.ksi EXTENSIBLE, FLEXIBLE CABLE This is the point load applied to the center of the cable to cause a deflection of 6 by stretching the cable PEF 4. . Eeff.A J 4 fi2 + L2 — L — 4.07•Ib L 4•82+L2+LT—L FLEXURAL [TENDING This is he point load applied to the center of the cable to cause a deflection of 6 by overcoming the flexural resistance of the cable itself. PB 48•Eeff•I1x19 = 0.16.1b L3 CABLE PRESTRESSING This is he point load applied to the center of the cable to cause a deflection of 6 by overcoming the prestressing force in the cable 4•FPS•fi PPS := L — 2.08 -lb ••.• •• •••• • • • • •• • •• • • • • • • ••• • • • • • TOTAL FORCE •••• Total Force to be applied on the ball to cause it to deflect two cables 0.5" to pass t elvgh. • • • PTOTAL 2•(PEF + PB + PPS) = 12.621b • • • • • • • •• • By comparison, 25 psf on the area of a 4" ball has a net force of: P := Tr•(2.in)2.25•psf = 2.181b • 1 • • • • •• • • • •••• • • • • • • • • • • • •••• • • • • • •. • Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 9 of 10 CHECK ANCHOR BOLTS @ PLATE A Utilising 1/2" Dia x 3-1/2" Embed Hilti KWIK Bolt III Wedge Anchors into Concrete Applied_T = 0 Applied_V = 2001b Applied_Moment = 6671b•ft Moment_Arm = 3.5.in No_of_Bolts = 4 ND = 0.375 CORRECTION FACTORS Embed = 3.5.in Spacing = 3.in Edge_Distance = 4.5•ir Tension: CT_sp = 0.66 CT ED = 1.00 Shear: Cv sp = 0.92 CHECK TENSION Bolt_T_Capacity = 1755 Ib Applied_T Applied_Moment Applied_T :_ + No of Bolts No -of -Bolts Moment_Arm • 2 Allowable_T := Bolt_T_Capacity. CT Sp•CT_ED = 1166lb - 11431b CV_ED = 0.92 Applied_T = 0 Applied T - 0.98 Allowable_T CHECK SHEAR Bolt_V_Capacity = 13151b Applied_V = 2001b Applied_V Applied_V :_ - 50 Ib No_of Bolts .A414wvwable V := Bolt_V_Capacity•Cv_sp•Cv_ED • • • • •. ••0 • •• • tHECt PNITERoN • • • • • • • • .• • • . ..Appl__ ied•. • ••y••d.98 •A,Ilowable_sZ.... • • • • • .••• •• •• • 0 •• • • • • • ..• •• • • •• •• ••. = 11121b Applied_V - 0.04 1:= Allowable_V Applied_V - 0.04 Allowable_V 5 5 Applied_T \ 3 l Applied_V 3 ..Allowable_T j Allowable_Vi = 0.97 if(' s 1.0, "OK" , "NG") = "OK" Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 8/15/2016 10 of 10 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc, 8148 N.W. 74th Avenue Medley. FL 33166 Phone: (305) 885.3328 Fax: (305) 885.3329 (:::) 819-7877 e-mail: clientserutcesafenlab.com wwwftl-tnc.com MANUFACTURER: Ambiance Interiors Manufacturing Corp. ADDRESS: Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 1 Lab. Number: 7446 OFFICIAL TEST REPORT Project Number: 12-4056 7456 SW 48 St 2nd Floor Miami, Florida 33155 SPECIFICATIONS: ANSI Z 97.1 Concentrated Load Test PROJECT: Stand Off Glass Railing Ambiance Interiors MFG OF SAMPLE odel Designation: Glass Railing Part Number** Joint Type Hand Rail IMDESCRIPTION Overall Size: 12'-3 1/8" (147 1/8") by 4'-6 5/8" (54 5/8") high Sample A-1 Hand rail fastened with none welded None MATERIAL CHARACTERISTICS Members Material** Part Number** Joint Type Hand Rail stainless steel n/a mitered joint Railing Construction Number of Fasteners Size of Fasteners Hand rail fastened with none welded Additional Information • . • Sample was tested with a rigid vinyl channel between hand rail and glass. Stainless steel glass clamps were fastened to the installation plates using one 3/8-16 by 1" FH MS per clamp. Location of clamps are as follows: 2 ]/2" and 8 1/2" from bottom of plate. • • • •• • • • •• • • • • • .• • • 1 • Glazing •••• • Glazing Location n Glazig Material Glazing Compound Compound C obr • • • i 4" • • All three lites of glass *9/16" nominal laminated glass composed of (2) 1/4" tempered glass None n/a • .... . ...• . • •' •• • • • • Interlaying Film: *0.105" **DuPont SentryGlas Laminator. **Oldcastle • • • Glazing Method: Glass was secured using a double row of glass clamps. • • • • • • • •••• Daylight Opening 148" by 53 1/4" high 1 • • • • Additional Information • . • Sample was tested with a rigid vinyl channel between hand rail and glass. Stainless steel glass clamps were fastened to the installation plates using one 3/8-16 by 1" FH MS per clamp. Location of clamps are as follows: 2 ]/2" and 8 1/2" from bottom of plate. • • • •• • • • •• • • • • • .• • • 1 • OFFICIAL TEST REPORT Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 2 Lab. Number: 7446 Project Number: 12-4056 Sample Installation One 4" by 9" by 3/8" thick steel installation plate was fastened to the concrete test slab using six 3/8-16 by 3 3/4" wedge anchor with washer and nut. Location of steel plates are as follows: 12" from each end of each lite of glass and 6" from bottom of each lite of glass. Sample: A-1 Temperature: 87.4°F Barometric Reading: 30.35 inches Hg Title of Test Title of Test Results 0 Concentrated Load Test Drop Test Passed . �: •• Load 200 pounds 600 pounds Deflection 1.855" 3.455" Set 0.025" 0.096" Sample: A-1 Temperature: 88.4°F Barometric Reading: 30.45 inches Hg Author Effective Date. • . Title of Test Notes 0 Initial Release Drop Test After impact at the center lite the glass disengaged from the hand rail but no failure occurred. . �: •• • • • •••• .. • • • •• • . 0 0 0 •• • • • •. • . Reading# Results Add. Info . 'pip.. • •-•• • • 1 Passed center of lite • 2 Passed • • center of lite di. • .• • . • .... 3 Passed center of lite• • • - • Revision Description Author Effective Date. • . • 0 Initial Release Ms. Iliana Sanchez 7/19/2013 . �: •• • • •• • • • • •. OFFICIAL TEST REPORT Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 3 Lab. Number: 7446 Project Number: 12-4056 Notes * designates measurements by laboratory ** as per manufacturer Drawings referenced in this document are an integral part of this report, therefore, are required when distributing this test report. Test results obtained represent the actual value of the tested specimens and do not constitute opinion, endorsement or certification by this laboratory. This test report is considered the exclusive property of the client named herein and is applicable to the sample tested. This report may not be reproduced without the approval of Fenestration Testing Laboratory, Inc. At conclusion of above tests, there was no apparent damage to the concrete slab or fasteners and after the impact the glass did break, but remained in place and there wasn't any apparent tear in the inter layer film. Remarks Detailed drawings and official test report will be retained by Fenestration Testing Laboratory for a period of four years from the original test date. This product was tested and meets the requirement set forth by the Florida Building Code (2010) section 1618.4.6.1 and section 1618.4.6.3 with no deviations. Testing was conducted as per instructions received from your company representative. . • •• Witnessed by: Mr. Jorge A. Naya, Jr., P.E. Mr. Miguel Paz, Ambiance Interiors Manufacturing Corp • • • • • •• • FENESTRATION TESTING LABORATORY) C... Mr. Ramon Garcia Mr. Manny Sanchez Chief Executive Officer •••• • •• • • • • • •• • • • • •••• • • • •••• • • • • •• ••• •••• • • • • • • • • • • • •• • • • • • • • • • •• • •••• • • • • • rerk-e- fwii e4 12,t a}-e.eze In 1 1 1 1 I 1 I 1 1, I 1 1 1 PLzASe. hcA.e. ^ e0A.crt re % A -e4- eLo t " cc);' Car} ec d4 1"xl"xG ALUMINIUM OR SS CHANNEL 48'AX 7414 3i& TEMPERED LAMINATED GLASS rFFL 24" ex4en CAOWn • • • • • • • • • ONLY ITEMS CHECKED IN RED HAVE BEEN VERIFIED BY LABORATORY •• ••• • • • • • •• •• ••• •• • • • •• • • •• • • •• • •• FENESTRATION TESTING LAB, INC LAB# 7446 DATE; -1 kct- 13 • •• ••• • • • • DRAWING VERIFI D RV; , :7.5._, • •• •• • • • • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • 0•• • • • ••• • • at- 1 1 1 I 1 1 1 1 1 1 1 1. -1 1 2" (50.8 mm) Lonfl3i1Y-1 Mounting Stud (Included) • •• ••• • • • • • •• • • • •• • • • •• ••• •• • • • •• • ••• •• ••• • • •• • •• • • •• • • • • • • • •• • • • • • • •• • •• • • •• • • • • ••• • • ••• •• • • • •• • •• • • • • • • • • •• • ••• • • • • • •• • • • • •••• • • • • • • • • • • • • ••• •• • • • •• •• • • • • •• ••• • • ONLY ITEMS CHECKED IN RED HAVE BEEN VERIFIED BY LABORATORY FENESTRATION TESTING LAB, INC us# 74 4 6 DATE 1—kcl — DRAWING VERIFIED BY. T"5 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 81.18 ,x.W 74th Avenue Meclley, FL 33166 Phone: (3051885-3328 Fax: (305) 885-3329 (888) 819-7877 e coati: cltentseruicesq'fenlab.com www.fti-inc.com Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 1 Lab. Number: 6143 OFFICIAL TEST REPORT Project Number: 09-1892 MANUFACTURER: C.R. Laurence C.O. Inc. SPECIFICATIONS: ASTM -E 330, ASTM -E 1996 (Impacts only), ANSI Z-97.1 ADDRESS: 2503 E. Vernon Avenue Los Angeles, California 90058-1897 PROJECT: Florida Product Approval DESCRIPTION OF SAMPLE Model Designation: Weld Block Dry Glazed Concrete Mount Aluminum Glass Glazed Railing System Part Number** • • 1. Overall Size: 15' - 1" (181") by 3' - 6" (42") high •••••• Cap Hand Rail: Sample A-1••• ** Part Number CRL • • GR2OBS •••••• • • . .. . .• MATERIAL CHARACTERISTICS • . - - • .••• • Members Material** Part Number** • • 1. • Joint Tzp . • • • Cap Hand Rail: stainless steel ** Part Number CRL • • GR2OBS •••••• • • none • • • • • Glass Shoe Base: 6063-T52 ** Part Number ; L56S1OD •'•• • imine • ••• •. • • • • • .••• • • • • Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 2 Lab. Number: 6143 OFFICIAL TEST REPORT Project Number: 09-1892 Glazing Location All three lites of glass Glazing Glazing Material *9/16" nominal laminated glass composed of *(2) 1/4" Temp Glass Glazing Compound Compound Color None Interlaying Film: 0.060" **DuPont SentryGlas Plus Laminator: Oldcastle None Glazing Method: Sample is pocket glazed system using a vinyl wedge between glass and shoe base and a vinyl gasket between glass and hand rail. Glazed at bottom with CRL taper lock clamping system which consists of a " L " shaped setting block and taper locking clamps between glass and aluminum, each located 6 1/2" from each end and remaining on 12" centers. Daylight Opening 160" by 36" high -.•. None Product Markings • • • • • .. • • • .. . • • • •. • • Quantity and Type Additional Information One part number **CRL LR56PV vinyl gasket One part number **CRL LTLSB setting block One part number ** CRL TLSBP5 taper locking clamp Location - 1 •••• • .. Method of Attachmeaf ..' between glass and hand rail none • • • •••- between shoe base and glass none • . . • • • • • -• •• • • • • • ...• • . . • One part number ** CRL TLSGP5 taper locking clamp One part number ** CRL TLSSPS taper locking clamp between shoe base and glass none between shoe base and glass none between shoe base and glass none Sample Installation The shoe base was fastened to the steel weld block part number **BSWB5 with a single row of number 1/2-13 by 3/4" long stainless steel socket head cap screws located 6 1/2" from each end and remaining on 12" center, the weld block was welded to a steel test fixture. eif .•• • • • • • • • • • • • 1 Sample: A-1 I Temperature: 74.3°F Title of Test Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 43 Lab. Number: 6143 OFFICIAL TEST REPORT Project Number: 09-1892 1/2 Structural Load Test Positive Load Pressure I Barometric Reading: 30.24 inches Hg Notes 40.0 psf Results Passed Sample: A-1 I Temperature: 75.2°F Title of Test Pressure 1/2 Structural Load Test Negative Load 40.0 psf Barometric Reading: 30.30 inches Hg Notes Results Passed ISample: A-1 I Temperature: 74.3°F Title of Test Design Load Test Positive Load Reading# 1 1 Barometric Reading: 30.24 inches Hg Pressure Notes 40.0 psf Deflection Permanent Set 1.648" 1 N/A 2 • • • • .••• • . • •. . .• . • .• • • . .•.. • • •••• • • • •• •• • •• • • • •••• • • • • • • • • Results Add. Info . • • • • • •• • 0.013" 1 0.005 Actual Movement 1)1.648" Passed • • • •• • Passed Actual Set Recovery Add. Info none 100% OFFICIAL Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 4 Lab. Number: 6143 • ample: A-1 Temperature: Title of Test 74.3°F Barometric Reading: 30.24 Wits Hg • Uniform Structural Test Positive Load Pressure Notes 80.0 psf Recovery: 100% Reading# 1 . . .. .• a• • • • .... • • . • • . • • . •• • • . • . • • . . Deflection Permanent Set Results Add. Info 2 3.160" 0.026" N/A Passed 0.001" Passed .• • • • • . • .• • • ---- A. AV w. i A L..aavva. 4.17- 107Z Sample: A-1 Temperature: 75.2°F Barometric Reading: 30.30 inches Hg Title of Test Pressure Notes Design Load Test Negative Load 40.0 psf N v 0 Reading# Deflection Permanent Set Results Add. Info 1 2.135" N/A Passed 2 0.025" 0.008" Passed • • • .... Movement Set Recovery Add. Info • • 1) 2.135" none 100% • . • ample: A-1 Temperature: Title of Test 74.3°F Barometric Reading: 30.24 Wits Hg • Uniform Structural Test Positive Load Pressure Notes 80.0 psf Recovery: 100% Reading# 1 . . .. .• a• • • • .... • • . • • . • • . •• • • . • . • • . . Deflection Permanent Set Results Add. Info 2 3.160" 0.026" N/A Passed 0.001" Passed .• • • • • . • .• • • Sample: A-1 ! Temperature: 75.2°F Title of Test Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 5 Lab. Number: 6143 OFFICIAL TEST REPORT Project Number: 09-1892 Uniform Structural jest Negative Load Pressure 80.0 psf Barometric Reading: 30.30 inches Hg Notes Recovery: 100% Reading 1 2 Deflection 3.187" 0.030" Permanent Set N/A 0.010" Results I Add. Info Passed Passed • . • • San • . . •• • • .... • • •••• • • •• •• • • • .. . • • • • • • • •••• • • • • • • • • 0 • •• • • •••• • • . •� • • • • • • •• • • • • • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 6 Lab. Number: 6143 Project Number: 09-1892 Sample: A-1 Temperature: 88.5°F Barometric Reading: 30.39inches Hg ANSIZ97.1 Passed Title of Test Notes Large Missile Impact Test Missile Weight Missile 9.25 pounds 2" by 4" by 92" long 7 .... Impact Speed Results Add. Info • • ••••• • • 11 1 50.1 ft/sec Passed • • • 2 49.7 ft/sec Passed • •• ••• • • •. • 3 50.2 ft/sec Passed ' • • • • • • • • :" 4 49.5 ft/sec Passed •••• • • • • •f •f 5 50.3 ft/sec Passed•• •• •• ••••• • •• 6 50.6 ft/sec Passed• • • • Sample: A-1 Temperature: 74.2°F Barometric Reading: 3CE21 Tohes Hg1 •• • • Title of Test Results •• • •• • ANSIZ97.1 Passed 1) Center of left lite 2) Center of center lite 3) Center of right lite DESCRIPTION OF SAMPLE Model Designation: Weld Block Dry Glazed Concrete Mount Aluminum Glass Glazed Railing System Overall Size: 15' - 1" (181") by 3' - 6" (42") high Sample A-2 • • • • • •• • ••• • •• ••• 0 ••• • Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 JUN 0 2 2016 BY: FBC 2019 BUILDING Master Permit No. /C 3-1/- 3-6% PERMIT APPLICATION Sub Permit No. ❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: /Z PS i&) .95- Sr SHOP DRAWINGS City: Miami Shores County: Miami Dade Folio/Parcel#: //- 3ZOta -0/ y - V02-0 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: Zip: 33t 3� OWNER: Name (Fee Simple Titleholder): /7-0 -r Phone#: (3c -s) -3bY8 Address: 10-R 2- /` 42567 - City: n/, /% Sdtp/'S State: F- Zip: 33 t3 Tenant/Lessee Name: Email: /1 -6)3e -r ( O&» Phone#: CONTRACTOR: Company Name: ,1 C-)�vu� Address: L r 6114 \ E City: r''7'A-•7/ Phone#: 63°51 96'3' g67"-€ State: Zip: j / 3 Qualifier Name: 714)6-4.1f) Phone#: 'b 3 State Certification or Registration #: C6C /S/2 }-136 Certificate of Competency#: DESIGNER: Architect/Engineer: €'/ / /s7 'I -A -ch` `' Phone#{3`�3) ®`i Address: -°"41C ✓t'2 3 .sr City: r7/44'1' State: -Ft- Zip: 53 t33 Value of Work for this Permit: $ 57,1'0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration n New ❑ Repair/Replace ❑ Demolition Description of Work: } 1 a1)�1,Ftr.✓/.�,Ci S' - J ✓/w® c -'-ST Awn 4 Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ v Scanning Fee $ 1 2 csRadon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ (Revised02/24/2014) 12 Bond $ 1 TOTAL FEE NOW DUE $ 1 32 00 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this ( day of . k.0 -1,)e_. , 20 L (P , by 1 day of .\v(1/41'P� , 20 (ip , by Ve0C6C CA , who is sonall •wn to (206EtrotO QLA C.l rwho is >I wn to me or who has produced as me or who has produced as identification and who did take an oath. Signature CONTRACTOR The foregoing instrument was acknowledged before me this identification and who did take an oath. NOTARY PUBLIC Sign: Print: Seal: CA iair*./e., CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 207 ******** APPROVED BY (Revised02/24/2014) NOTARY PUBLIC: Sign: Print: CAITA VA -- Seal: 'Ps,, /jam `_ ,,, ,,f,, *********************. 11 Plans Examiner CARLOS SANABRIA Commission # FF 37673 My Commission Expires July 18, 2017 ;IL A.4._.M..►. 1 _1 ********* Zoning Structural Review Clerk • • ••• • • • • • • •• • • • • •• •• • • • •• • • • • • • • •• •• • • • •• •• • • • • • • • COVER tFHgET• • • • •• • • • ••• •••• •• Structural• tf..il t'itant fO;'r ailing • • ••• ••• , 6.:FIr4Jgc • is 66. Frefhltn j Residence•' 1285 NE 95 St Miami Shores, FL 33138 INFINITY ENGINEERING Infinity Engineering Services, Inc. 14746 SW 60 St Miami, FL 33193 Tel: 786-287-3922 www.InfinityEng.us CA# 26963 Michael [Tito, PhD, PE PE#:,6r 360 Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xrncd' 5/26/2016 1 of9 ..• • • • ••• • • .•• •• •• •. •. .. .. • • • • • • • • • • CitIgCIS ;��'' NAI LI NG • •• • • • . • • •• •••• • On TopRail: • • • •• •• • • • •• •• • . • • • • • • • • • • • • • • • • • Concentrated load='20b1bs 'Ay directionl, any location Uniform load = 50 plf, anydirecti• on f e}pendicular to rail • • • • • • • . • • • • • • On In -till Panels: • • •• Concentrated load = 50g on one st. Distributed load = 25 psf on area of in -fill, including spaces Wind load = As stated for the application and components Glass stresses are designed for a safety factor of of 4.0 LOAD CASES: Dead load = 6.5 psf for glass 1.8 plf top rail 8.6 plf for base shoe WIND LOAD = w psf on face area LL =25 PSF entire area H Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 5/26/2016 2 of 9 • • ••. • • • ••• .• •. . • •• • •• •• • . •. • . . • • •• • • • •• • • • ••• • • • • • • ▪ ••• • • • ▪ .... __ Loading: TOP RAIL Horizontal load to base shoew'e�tica"" • • • 1 s-rya,us 25 psftH or W"1-1 : : :. ...• • • • .•. • • .. . • iII moments i•. - Mi = 25 psf° H`/2 or = w psf `: H212 For top rail loads: 11 _ 2O0#qH Mn = 50p1FH •• • • • •• ••• •• • • • • • Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 3 of 9 BASE SHOE N c ANCH ORCE AS APPROPRIATE 5/26/2016 GLASS STRENGTH ... • • • ... . • • •. .. . • • •• •• • . • • • . • • • • • .• ... •• • • • ... •• • • ... • • . • ... • • All glass is fully tempered gla s confo}rgilig.to thr s ifications of ANSI Z97.1, ASTM C 1048-97b and CPSC 16 CER 1201'. N9r;t11e'1/ glass the mininuun Modulus of Rupture Fr is 24.000 psi. The actttal F't'or The tempered glass is 24 ksi to 26 ksi, therefore the true Safety Factors are.larrir t1e. 10 shown herein. : • • ••• • • • ••• •• .• • • • •• •• • •• •• •• •• • ••• • • •• 2 1/2" X 4 1/8" GLASS BALUSTRIW8kMPE • 1i• •• • • • •• 60.1b3-1441•Ar papal extrusion • • • • • • • • • • ••• ••• • Fully tempered glass glazed in place, using the ••3, . i.:41;frihoti:drigilazing system. • ...- • • • • • •• • . • • • • • ••• •• Shoe strength — Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: 4 1 /8" ma Si*F, or F, = F, = 12.5 ksi (ADM Table 2-23, Sec 3.4.4) S1= 12*0.75"2*/6 = 1.125 in3/ft Ma= 123 ksi1.125 in3/ft = 14,062#7ft Leg shear strength 4. bottom t=Q.75" Fv= 8.5 ksi (ADM Table 2-24. Sec 3.4.20 = 0.75"*12"Ift*8.5 ksi = 763 k/ft Base shoe anchorage: Typical rail section: 42" high 50 plf top rail load or 25 psf panel load Mi = 50p1P42" = 2.100"#/ft = 25 psf*3.5."'2.1" = 1,837.5# Typical Anchor load — 12" o.c. — Ta = 2,100"#/1.25" = 1,680# Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 5/26/2016 5 of 9 ..• . . . ... . • ••• ••• •• •. ••• •••• ••• •• • • CHECK R/ ►1LN A /HOR BOLTS Based on 3/8" Dia x 3" IagAcrews into stud framing •• • • • •• • • •• • • • • • • • • • • • • • • • • • • • •••• • • • • • • • ••• •••• • ... ... • • • TENSION SHEAR Nominal Length: •• •.• • • •• •• • I* =. . • • • • • • • • • • • • • • • • •• •• • •• ••• • • • • • •• Unthreaded Shank Diameter: D = 0.375.in Specific Gravity: G = 0.55 Thread Length: T = 2.in Length of Tapered Tip: E = 0.22.in Load Duration Factor: CD := 1.60 Lag Screw Withdrawal: Ib W = 352.— in No_of Bolts = 4 Tension_Allowable := W • CD • (T - E) • No_of Bolts Tension_Allowable = 4013 Ib Applied_Tension = 200 lb Lag Screw Penetration: p := L - (0.75.in + E) p = 2.03.in Penetration Depth Factor: Cd := min(s p ,1.0 Cd = 0.68 Zpefp = 350 lb Shear_Allowable := Zporp• Cd • No_of Bolts Shear_Allowable = 948 Ib Applied_Shear = 200 Ib if(Applied_Shear < Shear_Allowable n Applied_Tension < Tension_Allowable, "OK" , "NG") = "OK" CHECK INTERACTION Applied_Moment = 800 Ib•ft Moment Arm = 7.25.in Applied_Moment Applied_Tension Applied_Shear Moment Arm Tension_Allowable + Shear_Allowable + Tension_Allowable 2 = 0.92 if(I 51.0, "OK" , "NG") = "OK" Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 5/26/2016 6 of 9 • •••• • • • ••• •• ••• • • • ••• •• • • CHECKS P%AILENc miittic HOOP BOLTS Based on 3/8" Dia x 6" lag screluss int..stud framing. ••• Loading based on max of: 200 Ib*3.44 f3 rrin panil width•= 224 Irft, 50 plf*3.5ft=175 Ib*ft • • • • • ••• ••• • TENSION SHEAR •• • . • •• ••. •• Nominal Length: ••L i§Mn • • • •• • • • • • ••• •• Unthreaded Shank Diameter: D = 0.375•in Specific Gravity: G = 0.55 Thread Length: T = 3.5.in Length of Tapered Tip: E = 0.22.in Load Duration Factor: Co := 1.60 Lag Screw Withdrawal: W=352.Ib in No_of Bolts = 2 Tension_Allowable := W •Co• (T — E) • No_of Bolts Tension_Allowable = 3696Ib Applied_Tension = 0 Lag Screw Penetration: p := L — (0.75.in + E) p = 5.03.in ( Penetration Depth Factor: Cd := min $ p ,1.0J Cd = 1.00 ZPerp = 350 Ib Shear_Allowable := ZPefp• Cd • No_of Bolts Shear_Allowable = 700 Ib Applied_Shear = 200 Ib if(Applied_Shear < Shear_Allowable A Applied_Tension < Tension_Allowable, "OK" , "NG") = "OK" CHECK INTERACTION Applied_Moment = 234lb. ft Moment_Arm = 1.25•in Applied_Moment Applied_Tension Applied_Shear Moment_Arm + Tension_Allowable Shear_Allowable Tension_Allowable = 0.89 if(' s 1.0 , "OK" , "NG") = "OK" Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 5/26/2016 7 of 9 P = 200 Ib ..• ••. • . ..•. . CHELli •' • • POST ItlSI:IG AL MINIOM•60611-T6) MAPF = 7001b•ft L = 3.5•ft ..• . •• • • • • POST SECTION PROPERTIES .6:: • • •• • . • • • • • ... ••. • DP = 3.00•in BP = 1.00•in Welded•= "No" E := 10100•ksi • • . • •••• • • •• •• •••• • • tP = 0.125.in . ••S •• • • • •• S .- BP•DPS — (BP — P)\DP — 2'tP�• —•(}6 U •i i • • •••• •• •• • .•• •,IL 'JNGi CHECK S5'CABLES ltsing•1Rt9&Sfables• ••• Using maximum deflection of 0.5" to prevent 4" ball from penetrating cables spaced 3" apart, determine force applied to ball required to penetrletL FBGtloes'rlot salcify aminimum for this force, but it should • be reasonable.• •• ••• • •• •. • •• • • ••• •••• • • SECTION PROPERTIES 3 D:= 16—.in Fps := 50•Ib .. • • • •• ••• •• •• 1-'1 • ••• •. 8'.0.5 in • • •• • • • • • ••• ••• LT:= 48.in Eeff := 16300 • ksi EXTENSIBLE, FLEXIBLE CABLE This is the point load applied to the center of the cable to cause a deflection of 6 by stretching the cable PEF:= 4•5•Eeff•A J 4.82 + L2 - L - 4.07•Ib L .14.82+L2+LT-L FLEXURAL BENDING This is he point load applied to the center of the cable to cause a deflection of 6 by overcoming the flexural resistance of the cable itself. P 48•Eeff•I B•1x19 s = 0.16.1b L3 CABLE PRESTRESSING This is he point load applied to the center of the cable to cause a deflection of 6 by overcoming the prestressing force in the cable 4•Fps. PPS := L = 2.08.1b TOTAL FORCE Total Force to be applied on the ball to cause it to deflect two cables 0.5" to pass through. PTOTAL 2•(PEF + PB + PPS) = 12.62•Ib By comparison, 25 psf on the area of a 4" ball has a net force of: P :_ 7C•(2•in)2.25•psf = 2.181b Frehling, 1285 NE 95 St, Miami Shores, FL 33138.xmcd 5/26/2016 9 of 9 1 1 1 1 1 1 1 i 1 1 1 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 NAV 74th Avenue Medley. FL 33166 Phone: (305) 885-3328 Fax: 1305) 885-3329 1888) 819-7877 e ►nail: clientseruicesqenlab.com www.ftl-inc.com Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 1 Lab. Number: 6143 OFFICIAL TEST REPORT Project Number: 09-1892 MANUFACTURER: C.R. Laurence C.O. Inc. SPECIFICATIONS: ASTM -E 330, ASTM -E 1996 (Impacts only), ANSI Z-97.1 ADDRESS: 2503 E. Vemon Avenue PROJECT: Florida Product Approval Los Angeles, California 90058-1897 DESCRIPTION OF SAMPLE Model Designation: Weld Block Dry Glazed Concrete Mount Aluminum Glass Glazed Railing System Overall Size: 15' - 1" (181") by 3' - 6" (42") high Sample A-1 stainless steel MATERIAL CHARACTERISTICS Members Material** Part Number** Joint Type Cap Hand Rail: stainless steel ** Part Number CRL GR2OBS none Glass Shoe Base: 6063-T52 ** Part Number L56S1OD none OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 2 Lab. Number: 6143 Project Number: 09-1892 Glazing Glazing Location Glazing Material Glazing Compound Compound Color All three lites of glass *9/16" nominal laminated glass composed of *(2) 1/4" Temp Glass None None Interlaying Film: 0.060" **DuPont SentryGlas Plus Laminator: Oldcastle Glazing Method: Sample is pocket glazed system using a vinyl wedge between glass and shoe base and a vinyl gasket between glass and hand rail. Glazed at bottom with CRL taper lock clamping system which consists of a " L " shaped setting block and taper locking clamps between glass and aluminum, each located 6 1/2" from each end and remaining on 12" centers. Daylight Opening 60" by 36" high I Product Markings None Additional Information Quantity and Type Location Method of Attachment One part number **CRL LR56PV vinyl gasket between glass and hand rail none One part number **CRL LTLSB setting block between shoe base and glass none One part number ** CRL TLSBP5 taper locking clamp between shoe base and glass none One part number ** CRL TLSGP5 taper locking clamp between shoe base and glass none One part number ** CRL TLSSP5 taper locking clamp between shoe base and glass none Sample Installation The shoe base was fastened to the steel weld block part number **BSWB5 with a single row of number 1/2-13 by 3/4" long stainless steel socket head cap screws located 6 1/2" from each end and remaining on 12" center, the weld block was welded to a steel test fixture. OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 3 Lab. Number: 6143 Project Number: 09-1892 Sample: A-1 Temperature: 74.3°F Barometric Reading: 30.24 inches Hg Title of Test Pressure Notes 1/2 Structural Load Test Positive Load 40.0 psf Design Load Test Positive Load 40.0 psf Results Passed Sample: A-1 Temperature: 75.2°F Barometric Reading: 30.30 inches Hg Title of Test Pressure Notes 1/2 Structural Load Test Negative Load 40.0 psf Design Load Test Positive Load 40.0 psf Results Passed Sample: A-1 Temperature: 74.3°F Barometric Reading: 30.24 inches Hg Title of Test Pressure Notes Design Load Test Positive Load 40.0 psf w my Reading# Deflection Permanent Set Results Add. Info 1 1.648" N/A Passed 2 0.013" 0.005 Passed Actual Movement Actual Set Recovery Add. Info 1) 1.648" none 100% OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 4 Lab. Number: 6143 Project Number: 09-1892 Sample: A-1 Temperature: 75.2°F Barometric Reading: 30.30 inches Hg Title of Test Pressure Notes Design Load Test Negative Load 40.0 psf V evillim Reading# Deflection Permanent Set Results Add. Info 1 2.135" N/A Passed 2 0.025" 0.008" Passed Movement Set Recovery Add. Info 1) 2.135" none 100% #, I Sample: A-1 Temperature: 74.3°F Barometric Reading: 30.24 inches Hg Title of Test Pressure Notes Uniform Structural Test Positive Load 80.0 psf Recovery: 100% Reading# Deflection Permanent Set Results 1 Add. Info 1 3.160" N/A Passed 2 0.026" 0.001" Passed 1 1 1 1 1 1 1 1 1 1 1 1 1 OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 5 Lab. Number: 6143 Project Number: 09-1892 Sample: A-1 Temperature: 75.2°F Barometric Reading: 30.30 inches Hg Title of Test Pressure Notes Uniform Structural Test Negative Load 80.0 psf Recovery: 100% rr� Thor �r Reading# Deflection Permanent Set Results Add. Info 1 3.187" N/A Passed 2 0.030" 0.010" Passed OFFICIAL TEST REPORT Cert. No: TST1657 Report Date: 6/22/2010 Completion Date: 5/19/2010 Expiration Date: 5/19/2020 File Number: 09-634 Page: 6 Lab. Number: 6143 Project Number: 09-1892 Sample: A-1 Temperature: 88.5°F Barometric Reading: 30.39inches Hg Title of Test Notes Large Missile Impact Test 1) Center of left lite 2) Center of center lite 3) Center of right lite Missile Weight Missile 9.25 pounds 2" by 4" by 92" long 0 t) O. 0t0 a Impact Speed Results Add. Info 1 50.1 ft/sec Passed 2 49.7 ft/sec Passed 3 50.2 ft/sec Passed 4 49.5 ft/sec Passed 5 50.3 ft/sec Passed 6 50.6 ft/sec Passed Sample: A-1 Temperature: 74.2°F Barometric Reading: 30.21 inches Hg Title of Test Results ANSIZ97.1 Passed 1) Center of left lite 2) Center of center lite 3) Center of right lite DESCRIPTION OF SAMPLE Model Designation: Weld Block Dry Glazed Concrete Mount Aluminum Glass Glazed Railing System Overall Size: 15' - 1" (181") by 3' - 6" (42") high Sample A-2 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) ::5-3329 (:::) 819.7877 e-mail: clientservices(fenlab.com wwwftl-inc.com MANUFACTURER: Ambiance Interiors Manufacturing Corp. ADDRESS: Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 1 Lab. Number: 7446 OFFICIAL TEST REPORT Project Number. 12-4056 7456 SW 48 St 2nd Floor Miami, Florida 33155 SPECIFICATIONS: ANSI Z 97.1 Concentrated Load Test PROJECT: Stand Off Glass Railing Ambiance Interiors MFG DESCRIPTION OF SAMPLE Model Designation: Glass Railing Overall Size: 12'-3 1/8" (147 1/8") by 4'-6 5/8" (54 5/8") high Sample A-1 stainless steel MATERIAL CHARACTERISTICS Members Material** Part Number** Joint Type Hand Rail stainless steel n/a mitered joint Railing Construction Number of Fasteners Size of Fasteners Hand rail fastened with none welded Glazing Glazing Location Glazing Material Glazing Compound Compound Color All three lites of glass *9/16" nominal laminated glass composed of (2) 1/4" tempered glass None n/a Interlaying Film: *0.105" **DuPont SentryGlas Laminator: **Oldcastle Glazing Method: Glass was secured using a double row of glass clamps. Daylight Opening 48" by 53 1/4" high I Additional Information Sample was tested with a rigid vinyl channel between hand rail and glass. Stainless steel glass clamps were fastened to the installation plates using one 3/8-16 by 1" FH MS per clamp. Location of clamps are as follows: 2 1/2" and 8 1/2" from bottom of plate. OFFICIAL TEST REPORT Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 2 Lab. Number: 7446 Project Number: 12-4056 Sample Installation One 4" by 9" by 3/8" thick steel installation plate was fastened to the concrete test slab using six 3/8-16 by 3 3/4" wedge anchor with washer and nut. Location of steel plates are as follows: 12" from each end of each lite of glass and 6" from bottom of each lite of glass. Sample: A-1 Temperature: 87.4°F Barometric Reading: 30.35 inches Hg Title of Test Drop Test Results Ms. Iliana Sanchez Concentrated Load Test Passed Load 200 pounds 600 pounds Deflection 1.855" 3.455" Set 0.025" 0.096" Sample: A-1 Temperature: 88.4°F Barometric Reading: 30.45 inches Hg Title of Test I Notes Drop Test After impact at the center lite the glass disengaged from the hand rail but no failure occurred. Ms. Iliana Sanchez 7/19/2013 Reading# Results Add. Info 1 Passed center of lite 2 Passed center of lite 3 Passed center of lite Revision Description Author Effective Date 0 Initial Release Ms. Iliana Sanchez 7/19/2013 OFFICIAL TEST REPORT Report Date: 7/19/2013 Completion Date: 7/12/2013 Expiration Date: 7/12/2017 File Number: 13-715 Page: 3 Lab. Number: 7446 Project Number: 12-4056 Notes * designates measurements by laboratory ** as per manufacturer Drawings referenced in this document are an integral part of this report, therefore, are required when distributing this test report. Test results obtained represent the actual value of the tested specimens and do not constitute opinion, endorsement or certification by this laboratory. This test report is considered the exclusive property of the client named herein and is applicable to the sample tested. This report may not be reproduced without the approval of Fenestration Testing Laboratory, Inc. At conclusion of above tests, there was no apparent damage to the concrete slab or fasteners and after the impact the glass did break, but remained in place and there wasn't any apparent tear in the inter layer film. Remarks Detailed drawings and official test report will be retained by Fenestration Testing Laboratory for a period of four years from the original test date. This product was tested and meets the requirement set forth by the Florida Building Code (2010) section 1618.4.6.1 and section 1618.4.6.3 with no deviations. Testing was conducted as per instructions received from your company representative. Witnessed by: Mr. Jorge A. Naya, Jr., P.E. Mr. Miguel Paz, Ambiance Interiors Manufacturing Corp FENESTRATION TESTING LABORATORY, INC. Mr. Ramon Garcia -041-ny,,a,free-441.i Mr. Manny Sanchez Chief Executive Officer 1 I I E 1 1 I I P1tsase, ho-te. iNewkat ra t1 evA-eneL d 121 Cho % �ck+ esaci.. sync,. r 1N1W ALUMINIUM OR SS CHANNEL 48' AX •j( Ks" TEMPERED LAMINATED GLASS 1 FFL 1 24" J I, phase. r o ham ex -t -e., clad 12" O` Own ePckn S ltd ONLY ITEMS CHECKED IN RED HAVE BEEN VERIFIED BY LABORATORY FENESTRATION TESTING LAB, INC U48 # 7 4 6 DATE: I-1"1- 13 DRAWING VERIFIED @Y; 1 1 1 _l l 1 1 1 1 I 1 I 1 For Use 1/2"orair G (12 or 19 mm) ONLY ITEMS CHECKED IN RED HAVE BEEN VERIFIED BY LABORATORY FENESTRATION TESTING LAB, NC LAB# 7446 DATE: 1 -kW -13 DRAWING VERIFIED BY: T'S BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑PLUMBING ❑ MECHANICAL Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ROOFING DPUBLIC WORKS FBC20° Master Permit No. 46-3/q- m Sub Permit No. ❑ REVISION CHANGE OF CONTRACTOR ❑ EXTENSION DRENEWAL ❑ CANCELLATION HOP DRAWINGS 1285 NE 95 ST. JOB ADDRESS: City: Miami Shores County: Folio/Parcel#:11-3206-014-4020 Occupancy Type: Load: Miami Dade Zip: X Is the Building Historically Designated: Yes NO Construction Type: Flood Zone: OWNER: Name (Fee Simple Titleholder): ROBERT & NANCY FREHLING 1292 NE 95ST Address: MIAMI SHORES FLORIDA 33138 City: State: Zip: Tenant/Lessee Name: Phone#: robert@oggetti.com Email: BFE: FFE: Phone#: (305)742-3448 Techconstruction Group Phone#: (305)863-1902 CONTRACTOR: Company Name: Address: 284 Westward dr. Miami Springs Florida 33166 City: State: Zip: Rogerio Plasencia Phone#: Qualifier Name: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: OPPENHEIM ARCH&DESIGN (305)5768404 Phone#: Address: 245 NE 37ST City: MIAMI State: FL Zip: 33137 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition 0 Alteration -New 0 Repair/Replace ❑ Demolition cF ¶093 Siad prAlkACtS skii3 vfl 5Zc» Description of Work: CGC 1512700 Specify color of color thru tile: Submittal Fee $ Permit Fee $ 529 CCF $ CO/CC $ Scanning Fee $ CDt-�.7 Radon Fee $ DBPR $ Technology Fee $ Training/Education Fee $ Structural Reviews $ I (Revised02/24/2014) Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ B 1C7o . Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In tabsence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGEN The foregoing instrument was acknowledged before me this 1 °1 day of t.YA , 20 1 , by gflpettak, who is personally known to me or who has produced as identification and Jho did take an oath. NOTARY PUBLIC: Sign: Prin Seal: Commission FF 37673 My Commission Expires July 18, 2017 ************************** APPROVED BY (Revised02/24/2014) Signature CONTRACTOR The foregoing instrument was acknowledged before me this day ofby '_ —�'lir7tJL , 20 I.5 , ' 11,0 �GGI6. , who is me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: Plans Examiner Structural Review n to CARLOS SANABRIA Commission # FF 37673 My Commission Expires as ********** Zoning Clerk US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com aADDITIONAL CALCULATIONS REVISION 9 JUN 19 VAS FREHLING RESIDENCE LOCATED AT: 1285 NE 95TH STREET MIAMI SHORES, FL 33138 Tanya Homleid P. PE#61706 May 27, 2015 CAWind Version 2.1.1.E per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date : 6/4/2015 Project No. Company Name : OPTIMUS STRUCTURAL DESIGN Designed By Address : 7850 NW 146 ST #305 Description : FREHLING RESIDENCE City : MIAMI LAKES Customer Name : State : FL Proj Location : MIAMI SHORES, FL File Location: Z:\Projects\OPTIMUS-PROJECTS\Frehling-Residence_Oppenheim\Calcs\Frehling Res_Wind Calcs.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Basic Wind Speed(V) _ Structural Category = Natural Frequency = Importance Factor = Damping Ratio (beta) _ Alpha = At = Am = Cc = Epsilon = Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = 175.00 mph II N/A 1.00 0.01 11.50 0.09 0.11 0.15 0.13 4 : 12 26.09 ft 29.00 ft 6.00 ft 101.00 ft Design, with a Load Factor of Exposure Category Flexible Structure = Kd Directional Factor = Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area .6 D No 0.85 = 700.00 ft = 1.07 = 0.80 = 650.00 ft = 7.00 ft = 18.43 Deg = Hipped = 23.17 ft = 9522.00 ft^ Bldg Width Across Ridge= 71.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 15.65 ft = 0.17 = 592.14 ft = 0.91 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 Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 8.61 = 1.00 = 175.00 mph 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 71 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) ps: Side wall pressure acting uniformly outward = .58 * ph = pl: Leeward wall pressure acting uniformly outward = .33 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = 1.42 49.58 psf 47.75 psf 28.87 psf 16.54 psf 33.04 psf Page 1 pw0: Windward wall pressure acting uniformly outward = p0-pl = 31.22 psf MFRS -Wall Pressures for Wind Normal to 101 ft wall L/B = 0.70 ph: Net Pressure at top of wall (windward + leeward) = 52.41 psf p0: Net Pressure at bottom of wall (windward + leeward) = 50.60 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 28.30 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 19.91 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 32.49 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 30.69 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures ' .o See Table 27.6-2 Mean roof ht. Wall Pressures See Table 27.6- P9 Elevation Wind Plan Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.190 Zone Load Casel Load Case2 psf psf 1 -38.76 13.45 2 -31.32 -13.76 3 -48.09 .00 4 -42.86 .00 5 -35.17 .00 Note: A value of '0' indicates that the zone/load case is not applicable. Page 2 Hipped Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povh1: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Load Case 2: Povh1: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 -29.07 psf -36.07 psf = 10.08 psf _ .00 psf Page 3 CAWind Version 2.1.1.4 Developed by MECA Enterprises, Inc. Copyright 2015 Date : 6/4/2015 Project No. . Company Name : OPTIMUS STRUCTURAL DESIGN Designed By . Address : 7850 NW 146 ST #305 Description . City : MIAMI LAKES Customer Name : State : FL Proj Location : File Location: Z:\Projects\OPTIMUS-PROJECTS\Frehling-Residence Calcs.wnd sl Roof not shown 4 Walls ASCE 7-10 www.mecaenterprises.com FREHLING RESIDENCE MIAMI SHORES, FL Oppenheim\Calcs\Frehling Res_Wind Hip Roof 7 <a<=27 Wind Pressure on Components and Cladding (Ch 30 Part 1) A11 pressures shown are based upon ASD Design, with a Load Factor of Description Width of Pressure Coefficient Zone "a" = 7.1 ft Width Span Area Zone Max Min Max P ft ft ftA2 GCp GCp psf Min P psf Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 2H Zone 3H Zone 3H A < 10 SF B < 10 SF C < 20 SF D < 20 SF E < 30 SF F < 30 SF G < 40 SF H < 40 SF J < 50 SF K < 50 SF trusses zone 3H 1.00 1.00 1.0 1 0.50 -0.90 30.84 -48.98 1.00 1.00 1.0 2 0.50 -1.70 30.84 -85.27 1.00 1.00 1.0 3 0.50 -1.70 30.84 -85.27 1.00 1.00 1.0 4 1.00 -1.10 53.52 -58.05 1.00 1.00 1.0 5 1.00 -1.40 53.52 -71.66 1.00 1.00 1.0 2H 0.50 -2.20 22.68 -99.78 1.00 1.00 1.0 3H 0.50 -3.70 22.68 -167.81 1.00 1.00 1.0 3H 0.50 -3.70 22.68 -167.81 3.00 3.00 9.0 4 1.00 -1.10 53.52 -58.05 3.00 3.00 9.0 5 1.00 -1.40 53.52 -71.66 4.00 4.00 16.0 4 0.96 -1.06 51.88 -56.42 4.00 4.00 16.0 5 0.96 -1.33 51.88 -68.39 5.00 5.00 25.0 4 0.93 -1.03 50.33 -54.87 5.00 5.00 25.0 5 0.93 -1.26 50.33 -65.29 6.00 6.00 36.0 4 0.90 -1.00 49.06 -53.60 6.00 6.00 36.0 5 0.90 -1.20 49.06 -62.75 7.00 7.00 49.0 4 0.88 -0.98 47.99 -52.53 7.00 7.00 49.0 5 0.88 -1.16 47.99 -60.60 6.00 6.00 36.0 3H 0.39 -3.03 17.63 -137.54 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd = 1.13 = 45.36 psf 6 Page 4 • STEEL HIP TRUSSES HSS 8X3X3/8 STEEL ASTM A500, GR. B Dr= 30.0 psf Lr= 30.0 psf Wind= zone 2= -86.0 psf zone 3H= -168.0 psf uniform Toads roof zone 2= Atrib= 16.8 sf I= wsteel tube= 24.9 pif Wd= 73.1 pif WI= 48.2 pif Wwind= -138.1 plf 0.6Wd+Ww= -94.3 pif Wd+WI= 121.3 plf uniform Toads roof zone 3H= Atrib= 36.0 sf I= wsteel tube= 24.9 pif Wd= 152.0 plf WI= 127.1 pif Wwind= -711.5 pif 0.6Wd+Ww= -620.3 plf Wd+WI= 279.0 plf Span= 10.5 ft overhang= 8.5 ft Mdead= -5.5 kip -ft Mlive= -4.6 kip -ft Mwind= 25.7 kip -ft 0.6Md+Mwind= 22.4 kip -ft Md+MI= -10.1 kip -ft Fb= 27.5 ksi Sreq= 9.76 in3 Sactual= 12.1 in3 O.K. Ad+w= 0.18 in Od&w= 1.27 in L/360= 0.35 in L/360= 0.28 in 10.5 ft 8.5 ft Reactions: R1d= -140.0 Ib R1I=-180.01b R1w= 1730.0 Ib R2d= 2200.0 Ib R21= 1770.0 Ib R2w= -9230.0 Ib R1d&w= 1646.0 Ib @ girder R2d&w= -7910.0 Ib @ conc beam R1d&I= -320.0 Ib @ girder R2d&L= 3970.0 Ib @ conc beam Page 5 Title : Dsgnr: Description : Scope : Job # Date: 10:05AM, 4 JUN 15 Rev: 580007 User. KW -0607042, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Steel Beam Page 1 frehling residence calcs.ecw:Calculations Description STEEL HIP TRUSSES (D ONLY) HSS 8X3X3/8 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 46.00 ksi Spans Considered Continuous Over Supports Load Duration Factor 1.00 Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 10.50 • 8.50 HSS8X3X3/8 HSS8X3X3/8 Pin -Pin Pin -Free 2.00 2.00 Loads Live Load Used This Span ? Dead Load k/ft Live Load k/ft Yes 0.073 Yes 0.152 Results Mmax @ Cntr k -ft 0.00 0.00 @ X = ft 0.00 8.50 Max @ Left End k -ft 0.00 -5.49 Max @ Right End k -ft -5.49 0.00 fb : Actual psi 5,434.4 5,434.4 Fb : Allowable psi 30,360.0 30,360.0 Bending OK Bending OK fv : Actual psi 162.3 231.4 Fv : Allowable psi 18,400.0 18.400.0 Reactions & Deflections a\, Shear @ Left Shear @ Right Reactions... k k 0.14 1.29 0.91 0.00 DL Ca) Left k -0.14 2.20 LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Span/Deflection Ratio 0.00 -0.14 2.20 0.00 2.20 0.034 6.44 3,694.7 0.00 2.20 0.00 0.00 0.00 -0.285 8.50 715.4 Query Values Location ft Shear k Moment k -ft Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.14 1.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -5.49 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Page 6 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Title: Dsgnr: Description : Scope : Job # Date: 10:07AM, 4 JUN 15 Rev: 580007 User KW -0607042, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Steel Beam Page 1 frehling residence calcs.ecw:Calculations €00MaggaNVMMIMMMNIRM*31,3,,,. Description STEEL HIP TRUSSES (L ONLY) HSS 8X3X3/8 General Information Fy - Yield Stress 46.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 10.50 HSS8X3X3/8 Pin -Pin 2.00 8.50 HSS8X3X3/8 Pin -Free 2.00 Loads Live Load Used This Span ? Yes Yes Dead Load k/ft Live Load k/ft 0.048 0.127 Results Mmax @ Cntr @ X = Max @ Left End Max @ Right End k -ft ft k -ft k -ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 0.00 0.00 0.00 8.50 0.00 -4.59 -4.59 0.00 4,540.6 4,540.6 30,360.0 30,360.0 Bending OK Bending OK 123.4 193.3 18,400.0 18,400.0 Reactions & Deflections Shear Left Shear @ Right Reactions... DL Left I LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection in @ X = ft Span/Deflection Ratio 0.18 0.69 1.08 0.00 0.00 0.00 -0.18 1.77 -0.18 1.77 0.00 0.00 1.77 0.00 1.77 0.00 0.031 6.30 4,079.8 -0.246 8.50 830.0 Query Values Location ft Shear Moment k -ft Max. Deflection in 0.00 0.18 0.00 0.0000 0.00 0.00 1.08 0.00 -4.59 0.00 0.0000 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 Page 7 Title : Dsgnr: Description : Scope : Job # Date: 10:08AM, 4 JUN 15 Rev: 580007 User. KW -0607042, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Steel Beam Page 1 frehlmg residence calcs.ecw:Calculations Description STEEL HIP TRUSSES (WIND ONLY) HSS 8X3X3/8 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 46.00 ksi Spans Considered Continuous Over Supports Load Duration Factor 1.00 Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 10.50 8.50 HSS8X3X3/8 HSS8X3X3/8 Pin -Pin Pin -Free 2.00 2.00 Loads Live Load Used This Span ? Dead Load k/ft Live Load k/ft Yes -0.138 Yes -0.712 Results Mmax @ Cntr @X= Max @ Left End Max @ Right End k -ft 0.00 0.00 ft 0.00 8.50 k -ft 0.00 25.72 k -ft 25.72 0.00 fb : Actual psi 25,455.8 25,455.8 Fb : Allowable psi 30,360.0 30,360.0 Bending OK Bending OK fv : Actual psi 568.4 1,083.8 Fv : Allowable psi 18,400.0 18,400.0 Reactions & Deflections Shear @ Left k 1.73 6.05 Shear @ Right k 3.17 0.00 Reactions... DL @ Left k 0 00 0 00 -> 1 LL @ Left k 1.73 -9.23 Total @ Left k 1.73 -9.23 DL @ Right k 0.00 LL @ Right k -9.23 Total @ Right k -9.23 Max. Deflection in -0.198 @ X = ft 6.16 Span/Deflection Ratio 637.9 0.00 0.00 0.00 1.444 8.50 141.3 Query Values Location Shear Moment Max. Deflection ft k k -ft in 0.00 1.73 0.00 0.0000 0.00 6.05 25.72 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 Page 8 • CONNECTION TO CONCRETE BEAM/COLUMN: Max. tension (ultimate)= -12788.0 Ib See attached calculations Page 9 www.hilti.us ,L11 Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 5/27/2015 Specifiers comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 5/8 Effective embedment depth: hef = 4.724 in. Material: ASTM F 1554 Proof: design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.625 in. Anchor plate: lx x ly x t = 13.375 in. x 13.375 in. x 0.625 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: uncracked concrete, 5000, fb' = 5000 psi; h = 420.000 in. Reinforcement tension: condition A, shear: condition B; edge reinforcement: > No. 4 bar with stirrups Seismic Toads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 10 www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 5/27/2015 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 1436 0 0 2 5364 0 0 3 1436 0 0 4 5364 0 0 max. concrete compressive strain: 0.20 [%o] max. concrete compressive stress: 871 [psi] resulting tension force in (x/y)=(-0.216/0.216): 13600 [Ib] resulting compression force in (x/y)=(-3.520/3.520): 812 [Ib] 3 Tension Toad Load N„a [Ib] Shear force y 0 0 0 0 Capacity .N„ [Ib] 01 Compression 02 Tensio 04 Utilization oN = N18/arN„ Steel Strength* Pullout Strength* Concrete Breakout Strength** Concrete Side -Face Blowout, direction ** 5364 5364 13600 N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = n Ase,N futa Nsteel 2 Nua ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (D-1) Variables n Ase,N [in.2] 1 0.23 Calculations Nsa [Ib] 13108 Results N. [Ib] 13108 4steel 0.750 futa [psi] 58000 Ns. [Ib] 9831 Nua [lb] 5364 9831 17797 15399 N/A 55 31 89 N/A Status OK OK OK N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 11 www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3 5/27/2015 3.2 Pullout Strength NPN VJc,P NP Np=8Abrof� (I)NPNaN„a Variables Wc,p 1.400 ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Ab,, [in.2] Calculations Np [Ib] 18160 Results Npn [Ib] 25424 0.45 concrete 0.700 [psi] 5000 Npn [Ib] 17797 3.3 Concrete BreakoutJStrength Ncbg — (ANcoc/ Wec,N Wed,N Wc,N wcp,N Nb Ncbg Z Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 haf 1 1+2eN 51.0 3 her ll = 0.7 + 0.3 ( 5hef) 5 1.0 = MAX=min 1.5h/5 1.0 ( Cac Cac ll/ec,N Wed,N 111cp,N Nb Variables her [in.] 2.667 cac [in.] 0.000 Calculations ANc [in.2] 198.23 Results N [Ib] 20532 = kc %, VTc h8�5 ec1,N [in.] ec2,N [in.] Nue [Ib] 5364 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) 0.722 k� 0.722 Ca,min [in.] 4.000 24 ANco [in.2] 64.00 4concrete 0.750 1 yIec1,N 0.847 t [psi] 5000 0 Ncbg [lb] ylec2,N 0.847 yJc,N 1.250 yJed,N Nua [Ib] 15399 13600 1.000 Wcp,N 1.000 Nb [Ib] 7390 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 12 www.hiltLus Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 5/27/2015 4 Shear load Load V. [Ib] Capacity 4,V„ [Ib] Utilization fiv = V1e/lVn Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading *"anchor group (relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The cl) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 13 www.hilti.us L, Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 5/27/2015 6 Installation data Anchor plate, steel: - Profile: no profile; 0.000 x 0.000 x 0.000 in. Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.625 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Anchor type and diameter: Hex Head ASTM F 1554 GR. 36, 5/8 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 6.646 in. y Coordinates Anchor in. Anchor 1 2 3 4 x 2.756 2.756 -7.119 -2.119 y 7.119 2.119 -2.756 -2.756 C -x 13.875 13.875 4.000 9.000 C+x 4.000 4.000 13.875 8.875 c -y 13.875 8.875 4.000 4.000 c+y 4.000 9.000 13.875 13.875 x Input data and results must be checked for agreement with the existing condttions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 14 1 01 02 , i1.500 5.000 rn m ao N. co v co Lo 03 04 1 2.000 J 1.500 5.000 4.875 2.000 Coordinates Anchor in. Anchor 1 2 3 4 x 2.756 2.756 -7.119 -2.119 y 7.119 2.119 -2.756 -2.756 C -x 13.875 13.875 4.000 9.000 C+x 4.000 4.000 13.875 8.875 c -y 13.875 8.875 4.000 4.000 c+y 4.000 9.000 13.875 13.875 x Input data and results must be checked for agreement with the existing condttions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 14 www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 5/27/2015 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 15 • STRUCTURAL FASCIA: L6X3X1/2" STEEL ANGLE Dr= 30.0 psf Lr= 30.0 psf W= 138.0 psf (neg.) Atrib= 10.4 sf I= 6.4 ft Wd= 48.7 plf WI= 48.7 plf Wup= 224.2 plf Wself= 12.8 plf see attached calculations: Mmax= 2.016 k -ft Fy= 36.0 k Sreq= 1.122 in3 Ix= 2.773 in4 Cx= 2.331 in Sx= 1.190 in3 O.K. Reaction at ends: Rd= 240.0 Ib RI= 180.0 Ib Rup= -840.0 Ib Rd= 290.0 Ib. RI= 230.0 Ib Rup= -1040.0 Ib CONNECTION TRUSSES TO FASCIA: 1/4" DIAM. X 3" LG. S.S. SIMPSON SDS WOOD SCREW Rd= 123.1 Ib RI= 97.5 Ib Rup= 448.5 Ib D+L= 220.6 Ib 0.6D+W= -374.6 Ib Allowable shear load: Allowable widthdrawal load: 420.0 Ib 690.0 Ib O.K. O.K. Page 16 Fasteners& auk Drive®Systems The Simpson Strong Tie® Strong -Drive® screw (SDS) is a'/" diameter structural wood screw ideal for various connector installations as well as wood -to -wood applications. It installs with no predrilling and has been extensively tested in various applications. The new SDS is improved with a patented easy driving 4CUT'tip and a corrosion resistant double -barrier coating. The SD8 #8x1 Y4° wafer head screw is ideal for miscellaneous fastening applications. The needle point ensures fast starts and deep #2 Phillips drive reduces cam -out and stripping. SDS FEATURES: • The patented 4CUT tip has a square core and serrated threads to reduce installation torque and make driving easier with no predrilling and minimal wood splitting. • A double -barrier coating finish provides corrosion resistance equivalent to hot -dip galvanization. Now one screw can handle interior, exterior and certain pressure -treated wood applications (see Corrosion Information on page 14-15 for more information). • 3/3" hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. MATERIAL: Heat-treated carbon steel, Type -316 stainless steel FINISH: SDS—Double-barrier coating. SDS screws may also be available yellow zinc dichromate or HDG (Not all sizes are available in all coatings — Contact Simpson Strong -Tie for product availability and ordering information); SD8x1.25—Electro Galvanized. CODES: See page 13 for Code Reference Key Chart. WARNING: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, the SD8x1.25 should be used in dry, interior, and noncorrosive environments only. SIMPSON Identification on all SDS screw heads (SDS 1/4°x3° shown) Thread Length SDS'/4"x3" U.S. Patent 6,109,850; 5,897,280; 7,101,133 SD8x1.25 (Not for structural applications - see note 8) The 4CUT tip reduces installation torque and makes driving easier. These products feature additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. SDS and SD Wood Screws Size (in.) Model Na. Thread Length (in.) Fasteners per Cartons DF/SP Allowable Loads4 SPF/HF Allowable Loads4 Code Ref. Shear (100)1 Withdrawal' (100) Shear (100) Withdrawals (100) Wood Side Plate' Steel Side Plate Wood Side Plate' Steel Side Plate 1 /2" 13/" SCL 16 ga 14 ga & 12 ga 10 ga or Greater Wood or Steel, Side' Plate „ 1 /` 13/4" SPF LVL 16 ga 14 ga & 12 ga 10 ga or Greater Wood or Steel Side Plate 5/32 x 1'/4 SD8x1.258 — — — — 50 50 50 — — — 45 45 45 — 170 14x1 12 SDS25112 1 1500 — — 250 250 250 170 — — 180 180 180 120 15, L1, F20 Y4 x 2 SDS25200 11/4 1300 — — 250 290 290 215 — — 180 210 210 150 '/4 x 2'h SDS25212 11/2 1100 190 — 250 390 420 ` 255 135 — 180 280 300 180 '4 x 3 SDS25300 2 950 280 — 250 420 420 345 200 — 180 300 300 240 '/4 x 31/2 SDS25312 21/4 900 340 340 250 420 420 385 245 245 180 300 300 270 '/ x4%2 SDS25412 23h 800 350 340 250 420 420 475 250 245 180 300 300 330 1/4x 5 SDS25500 23/4 500 350 340 250 420 420 475 250 245 180 300 300 330 '/4x6 SDS25600 314 600 350 340 250 420 420 i' 560 250 245 180 300 300 395 14 x 8 SDS25800 3% 400 350 340 250 420 420 560 250 245 180 300 '' 300 395 Stainless -Steel SDS Wood Screws Size (in.) Model No. Length (in.) Fasteners per Carton' DF/SP Allowable Loads4 , SPF/HF Allowable Loads4 Code Code Ref. Shear (100)"` Withdrawals (100) Shear (100) Withdrawal' (100) Wood Side' Plate Steel Side Plate Wood Side Plate Steel Side Plate 11a° 1'/e SCL 16 ga 14 ga & 12 ga 10 ga or Greater Wood or Steel Side Plates 112„ 13/4 SCL 16 ga 14 ga & 12 ga 10 ga or Greater Wood or Steel Side Plates Y x1'/2 SDS25112SS 1 1500 — — 250 250 250 170 — — 180 180 180 120 15, L1, F20 1/4x 2 SDS25200SS 11/4 1300 — — 250 290 290 215 — — 180 210. 210 150 14 x 212 SDS25212SS 112 1100 190 — 250 390 420 255 135 — 180 280 300 180 14x3 SDS25300SS 2 950 280 — 250 420 420 345 200 — 180 300 300 240 /4 x 3'/2 SDS25312SS 214 900 340 340 250 420 420 385 245 245 180 300 300 270 1. Screws may be provided with the 4CUT or Type 17 tip. 2. SDS screws install best with a low speed /2 drill with a Y6 hex head driver. 3. All applications are based on full thread penetration into the main member. For other wood side plate vai€;es FdsteninQ Ss ;:res catalog{C-FSi. 4. Allowable loads are shown at the wood load duration factor of C0=1.00. Loads may be increased for load duration per the building code up to a 4=1.60. 5. Withdrawal loads shown are in pounds (lbs.) and are based on the entire threaded section installed into the main member. If thread penetration into the main member is less than the Thread Length as shown in the table, reduce allowable load by 172 lbs. x inches of thread not in main member. 26 Use 121 lbs./inch for SPF. 6. Fasteners per Carton represent the quantity of screws which are available in bulk packaging. Screws are also available in mini bulk and retail packs. Refer to Simpson Strong -Tie® List Price book. Contact Simpson Strong Tie for more information. 7. LSL wood -to -wood applications that require 412°, 5°, 6° or 8° SDS screws are limited to interior -dry use only. 8. SD8x1.25 requires Y44° minimum penetration. DO NOT USE SD8x1.25 wood screws with structural connectors unless specified and stated in this catalog. 9. Where prodr€il€nd is r r:qu!red tor SDS, predrill diameter is 10. ',`int ;';uh spamo edge and end distance requirements are listed in lc 0 -Es E.SR-22 36. Page 17 C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/12 nmaap®rtior truism win" Superior Truss Systems, Inc 8500 N.W. 58th St Miami, FL 33166 Office: (305) 591-9918 — Customer Information: Name: STN BUILDERS Address: Cover Sheet Order # JOB # 15742-R Printed: Mon, Jun 15 2015 Contact: Fill in later Office or Home Phone: Cell Phone: City, State, Zip: Fax: 1 - JOD inrorfnauUli: Description: Region: FREHLING RESIDENCE invoke Number: Customer P.O. #: invoice Date: Address: 1285 NE. 95 STREET City, State, Zip: MIAMI SHORES, FL 33138 Payment Terms Fill in later Salesman: L Juan Designer: Mario Antonio Loading Information: Root Loads: TC Live: TC Dead: BC Live: BC Dead: Floor Loads: TC Live: TC Dead: BC Live: BC Dead: 30 15 0 10 40 10 0 5 Bldg. Code: Wind Std: Wind Speed: Bldg. Type: Wind Exposure: Wind Type: FBC 2010-HVHZ RES ASCE 7-10 175 Residential - CAT II C MWFRS Plates: ITW Pages or sheets covered by this seal from: 1 thru 16 Total 16 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Chaper 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per TPI 2007. OSCAR CORRAL P.E. STATE OF FLORIDA REG. NO 12467 - 8500 NW 58 ST, MIAMI, FL 33166 # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO 1 T1 944695 2 T1A 944703 3 TIB 944705 4 H11 944697 5 H9 944699 6 HG7 944816 7 J11 944701 8 J11A 944707 9 J9 944709 10 J9A 944763 11 J7 944711 12 J7A 944786 13 J5 944713 14 J3 944760 15 J1 944757 16 T2 944820 OPTIMU5 STRUCTURAL DESIGN LLC SHOP circ WB G REVIEW -.V, ROOM of 07,,, r. -k, i's MOM r d by s specialty ag , .. -. cursory nature to doter itse :11 . ,-.1ittnis have+ been .turniibal. os. _ r'_it els have• been signed and EC. >;.7:1:Is!ty eagsneer. No &tonne n . i -Aces has bean performed. ! : .:::i,: of dimenslom Of gintities hvr The specialty ones= sib.. the drawings wiil be :solely p:-..: , � tile annettual gncy of cy d Designed System. WE r, ;:,son ib1e for say de cies 01 -.3 the duction by begtoper Wig;., ,!.,:i,.;',"1: -,a, installation or char =s relat411' t_t tite System shown m theme DAT' S _ 2L P ge 1 of 1 15742-R TRUSS BRACING REQUIRED BY TRUSS QTY TRUSS Brace Qty Type Size Length Total Ft. 7 T1 2 CLB 2x4 02'00"00 28 16• T1A 2 CLB 2x4 02'00"00 64 14 T1B 2 CLB 2x4 02'00"00 56 2 H11 2 CLB 2x4 02'00"00 8 2 H9 2 CLB 2x4 02'00"00 8 TOTALS 2x4 164 Ft. CLB 2x4 164 Ft. TOTAL 15742-R FREHLING RESIDENCE T1 "17 '4X6 A Ply: 1 Qty: 7 Wgt: 197.4 lbs SEQN: 944695 / T1 / COMN FROM: JP DRW: 06/15/15 1'5-1/3" 6'3" 84-1/8" 12'6-1/4" 16'8-3/8" 118'9-1/2" '1'S-11 " 4'9-112" 71-1/8"I 42-1/8" 42-1/8" 21-1/8" 12 4 p @2X4(") C 3X4(A1) 4X6 0 04X6E F=_5X6 a 4X6 H 4X6 237" 25'0-1/ " 4'9-1/2" 11'5-1/2' I S III2X4 **) 3X4(A1) I--- 4'6 3/4" 1112X4 111-1 /I' —3X6 3A4 64X6[261 1112X4 4X6K fo 1'1" '9-1 22'10" 111-11q" 6'9-1/16" 7'5-15/16" - 5t7/l16" 89-1/16" i 11" 8'6-9/16" 16'0-1/2" 16'5 15/16" 23'3" '24'4�11h ' 4'6-3/4' .— 25'0-'1/2" Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.81 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in roc Udefl VERT(LL): 0.082 F 999 VERT(TL): 0.179 F 999 HORZ(LL): -0.050 C - HORZ(TL):-0.122 C - Creep Factor: 1.5 MTC CSI: 0.507 Max BC CSI: 0.758 Max Web CSI: 0.558 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W S 0 /- /- /396/384 /1.5 R 1848 /850 /1018/- /- /8.0 M 1848 / 850 / 1018/- /- / 8.0 T 0 /- /- /396/384 /1.5 Wind reactions based on MWFRS S Min Brg Width Req = - R Min Brg Width Req = 2.6 M Min Brg Width Req = 0.0 T Min Brg Width Req = - 1Bea' gs R & M are a rigid surface. Bearings R & M require a seat plate. Lumber Value Set 13B (Effective 6/1/2013) Top chord 2x6 SP #1 Dense :T2, T3 2x6 SP #2: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W1, W8 2x6 SP #2: :W2, W7 2x4 SP #2 N: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes ("*) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 9] W4X6 2.75 L 2.00 [26] W4X6 2.75 R 2.00 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes The maximum horizontal reaction is 396# ***** BEARING ANALOG MODIFIED! Maximum Top Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D D - E E - F 493 -613 1158 -1892 1240 -1935 852 -1777 866 -1714 F - G G - H H - I I - J J - K 866 -1714 852 -1777 1239 -1936 1157 -1893 493 -613 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B - R R - Q Q - P P -O 1359 -755 1367 -759 1965 -1165 1693 -885 O -N N - M M - L L - J 1693 -885 1965 -1165 1368 -759 1359 -754 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - S R - S C - Q Q - D D - P P - F 655 -397 39 -23 420 - 547 2344 -2834 282 -191 461 -210 F - N N - H H - M M - I T - L T - K 459 282 2344 420 39 655 -210 -191 - 2833 -547 23 -397 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingg shipping, installing.and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. bracing per BCS[.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.gg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 133, B7 or 1310, as applicable. Apply plates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. f7efer to drawings 160A -Z fbr standard plate positrons. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI TPI 1, or for handling shipping, installation and bracing of trusses. A seal on this drawing or coverage listing this drawing, indicates acceptance of prolessionaf engineering responsibility solely for the design shown. The suitability and use of flirt drawing for any structure is the responsibility of th� Building Designer per ANSI/TPI TSec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.orq: SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq 6 15742-R FREHLING RESIDENCE T1A Ply: 1 Qty: 16 Wgt: 207.2 lbs SEQN: 944703 / T1A / COMN FROM: JP DRW: 06/15/15 T1 -2X4 A 4'4-9/16" 4'4-9/16" 12 4 p 812X4(**) E - 3X4(A1) D 9'1-3/16" 11'2-11/1 15'4-13/16" 4'8-5/8" 1 2'1-1/2"' 4'2-1/8" 3X4[12] 04X6 166-15/16" 1217-15/1,6" 264-9/16" 27'11-1J/16" 42-1/8" 61" 4'8-5/8" '1'6-151" H=5X8 4X6 •1-3X6(27) 1112X4(")T5 3X4(A1) 1'8-3/16; 311-13/16" 3X6[11] —3X4 R 6'8-9/16" 8'6-9/16" 22'10" -3X66 23X4 -4X6 1112X4 V 1p-1/1' -4X6 7'5-15/16" 160-1/2" 517/06" 16'-i5/16" 11-12„ 6'9-5/16" ,a" 4'6-3/4' --{ 23'3-1/4" 24' 1/ „ 2 '0- /2" to 1 Loading Criteria (est) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.81 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA GAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.082 H 999 VERT(TL): 0.182 H 999 HORZ(LL): 0.042 K - HORZ(TL): 0.096 K Creep Factor: 1.5 filkSTC CSI: 0.515 Max BC CSI: 0.758 Max Web CSI: 0.502 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 :T1, T5 2x6 SP #1 Dense: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W2, W9 2x6 SP #2: :W3, W8 2x4 SP #2 N: :Lt Level Retum 2x4 SP #3: :Rt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT Plate Lateral Chord No Size Shift Bite [11] W3X6 3.75 R 1.50 [27] W3X6 S 1.25 JT No [12] Plate Lateral Chord Size Shift Bite W3X4 2.50 L 1.25 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W U 0 /- /- /589/173 T 1807 / 633 / 875 / 586 / 394 O 1841 /842 /1001/- /- ✓ 0 1- /- /409/484 Wind reactions based on MWFRS U Min Brg Width Req = - T Min Brg Width Req = 2.6 O Min Brg Width Req = 0.0 ✓ Min Brg Width Req = - 1Bearings T & 0 are a rigid surface. Bearings T & 0 require a seat plate. / 1.5 / 8.0 / 8.0 / 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B C - D D - E E - F F - G G - H 0 -23 697 -294 721 -389 818 -425 929 -1770 943 -1707 H -I 910 -1678 I - J 896 -1741 J - K 1114 -1611 K - L 981 -1556 L - M 505 -789 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. D - T 283 -17 T - S 279 -15 S - R 2008 -1260 R - Q 1657 -1066 Q - P P -O O -N N - L 1657 -1066 1744 -891 806 -509 809 -505 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - C C - U U - T E - S S - F F - R R - H 33 -21 306 -580 31 -4 347 -612 1282 -2492 205 -157 347 -145 H - P P - J J-0 O -K V - N V - M 394 -121 205 -137 2109 - 2759 450 -498 39 -33 844 -410 "*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in falgricating, handling shipping, installingand bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by r PI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachedrigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections B3, 87 or 610, as applicable.gApply plates to ach face, oftrussand position as shown above and on the Joint -Details, unless noted otherwise. kefer to drawings 160A -Z for standard plate positions. ITW Building_Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSII 1, or for handling shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of protessfonaf engineering responsibility solely for the design shown. The suitability sal use of thrS drawing for any structure is the responsibility of the Building Designer )ler ANSI/TPI T Sec.2. For more information see this job's general notes page end these web sites: ITWBCG: www.ilwbcg.com: TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.tccsafe.org 15742-R FREHLING RESIDENCE T1B Ply: 1 Qty: 14 Wgt: 217.0 lbs SEQN: 944705 / T1 B / COMN FROM: JP DRW: 06/15/15 T m V ifl 4'4-9/16" 4'4-9116" 12 4 1112X4 *-1E ''3X4(A1) D 91-3/16" 112-11/Ip" 15'4-13/16" 19'6-15/16" 21'7-15/1s" 26'4-9/16" 30'9-9/16" 4'8-5/8" I 2'1-1/2"I 4'2-1/8" • I 4'2-1/8" I 21" I 4'8-5/8" 4'5-1/16" fP4X6G a3X4[121 H=5X8 I4X6 '{--3X6[27] K 1112X4 L=3X4(A1) = 2X4 I--- 3'11-13/16" 1'8-3/16{ 3"6[1 3X4 6'8-9/16" 1-1/" W6-9/16" 1'101 22'10" =3X6[28] =3 7'5-15/16" 16'0-1/2" 517416" 6'8-5/16" 16'5-15/16" 23'2-1/4" 311-13/16" H 1'1-31 " 124'41/2,,„ 2t0.). /2” CD T6 s�T�s II1 O=4X4 1'8-3/181 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.81 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in roc Udefl UD 501 120 217 90 VERT(LL): 0.092 M VERT(TL): 0.213 M HORZ(LL): 0.043 K HORZ(TL): 0.101 K Creep Factor: 1.5 MZTC CSI: 0.651 Max BC CSI: 0.752 Max Web CSI: 0.458 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 :T1, T6 2x6 SP #1 Dense: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W2, W9 2x6 SP #2: :W3, W8 2x4 SP #2 N: :Lt Level Retum 2x4 SP #3: :Rt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 byALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT No [11] [27] Plate Lateral Chord JT Size Shift Bite No W3X6 3.75 R 1.50 [12] W3X6 S 1.25 [28) Plate Lateral Chord Size Shift Bite W3X4 2.50 L 1.25 W3X6 2.00 R 1.50 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W W 0 /- /- /588/174 /1.5 ✓ 1809 / 625 / 878 / 560 / 246 / 8.0 Q 1837 /719 /902 /- /- /8.0 X - /- /- /461/259 /1.5 Wind reactions based on MWFRS W Min Brg Width Req = - ✓ Min Brg Width Req = 2.6 Q Min Brg Width Req = 0.0 X Min Brg Width Req = - 1Bearings V & Q are a rigid surface. Bearings V & Q require a seat plate. Maximum Top Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B C - D D - E E - F F - G G - H 0 - 23 697 -307 722 -385 819 -425 933 -1778 947 -1715 H - I I - J J - K K - L L - M N -O 932 -1690 918 -1752 1099 -500 942 -463 598 -260 0 -23 Maximum Bot Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. D - V V - U U - T T - S 287 - 27 283 - 30 2071 - 868 1723 -738 S - R R - Q Q - P P - L 1723 1838 376 378 -738 -877 -433 -427 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - C C -W W -V E - U U - F F - T T - H 33 322 31 349 1289 198 345 -21 -579 -4 612 - 2497 -154 -144 H - R R - J J - Q Q - K P - X X - M M -O 304 203 1399 313 22 266 34 -127 -105 - 2779 -497 0 -461 -21 `"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary >� *^'� s 5 attachebracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathsing and drawings 160A -Z for standardbolt4m hord sha ave a pro�e y rigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing inslaIled per BCSI sctions B3, B7 or 10, as applicable. Applplates to each face. of truss and position as shown above and on the Joint -Details, unless notedotherwise. Refer to r plate positros. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page Iistingthis drawing, Indicates acceptance of protess`onaf engineering responsibility solelyfor the design shown. The suitability an use of this drawing for any structure is the responsibility of the Building Designer pr ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsafe.org 1.5742-R FREHLING RESIDENCE H11 Ply: 1 Qty: 2 Wgt: 194.6 lbs SEQN: 944697 / H11 / COMB FROM: JP DRW: 06/15/15 1 riisils• _4X6A 1'5-1/3" 6'4-5/16" 11' 14'0-1/2" 186-3/16" 11'5-1/2" 4'10-13/16" 47-11/16" F 30-1/2" 47-11/16" 12 1112 El3X4(AVOL) 1116X8 E 1116X8 F 88X8 G 237" 25'0-1/2" 4'10-13/16" '1'5-1/7 = 3X4(A1)(OL) H 1112X4(") 6= �. ui4x4(OL) 1p -1/q" N [-- 4'6.3/4" 1-1/ " 9-1/l 7'2-1/16" 8'11-9/16" 22'10" X6 M 4X6[26 1112X4 1 Ja4 7'0-15/16" 16'0-1/2" 11-1/4„ T2-1/7 1-1/A„ 4'6-3/4" --1 23'3" 24'4 - IA" 25'0-'1 /2" &yr T 1 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.55 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.082 E 999 VERT(TL): 0.211 E 999 HORZ(LL): -0.052 C - HORZ(TL):-0.126 C Creep Factor. 1.5 g ZTC CSI: 0.517 Max BC CSI: 0.726 Max Web CSI: 0.555 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 :T1, T5 2x6 SP #1 Dense: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W1, W8 2x6 SP #2: :W2, W7 2x4 SP #2 N: :Lt Level Retum 2x4 SP #3: :Rt Level Return 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 9) W4X6 2.75 L 2.00 [26) W4X6 2.75 R 2.00 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W Q 0 /- /- /420/377 P 1848 /877 /1036/- /- L 1848 / 877 / 1036/ - / - R 0 /- /- /420/377 Wind reactions based on MWFRS Q Min Brg Width Req = - P Min Brg Width Req = 2.6 L Min Brg Width Req = 0.0 R Min Brg Width Req = - 1Bearings P & L are a rigid surface. Bearings P & L require a seat plate. / 1.5 / 8.0 / 8.0 11.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D D - E E - F 514 -606 1145 -1865 1228 -1912 908 -1741 835 -1463 F - G G - H H - I I - J 907 -1740 1227 -1914 1144 -1866 514 -606 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B - P P -O O -N N - M 1334 -747 1344 -751 1916 -1217 1777 - 981 M - L L - K K - I 1915 -1216 1345 -750 1335 -746 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - Q P - Q C-0 O -D D - N N - E 647 -420 40 -22 432 - 563 2331 -2759 347 -316 432 -160 F - M M - G G - L L - H R - K R - J 428 347 2330 433 40 647 -160 - 316 - 2757 -563 -22 -420 '`*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, installing.and bracing. , Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fbsafety practices pnor to performing these functions. Installers shall.provide temporary. bracing per BCSI.. Unless noted otherwise,top chord shall have properly attache structural sheathing and bottom chord sflall have a properly attached rigid ceiling. Locations shown for ermanernt lateral restraint Of webs shall have bracing installed per BCI sections B3, B7 or til0, as applicable. Applylplates to each face, oftrussand position as shown above and on the JoinfDetails, unless note otherwise. Defer to drawings 160A -Z fbr standard plate positions. 17W Building Components Group Inc. shall not be responsible for any deviation from this drawing,anyV failure to build the truss in conformance with ANSI/TPI 1, dr for handling,shi shipping, installation and bracing f trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of prosstonar engineering responsibility solelylfor the design shown. The suitability anti use of thr ' drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.ltwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org svparto*' *roma svia# 15742-R FREHLING RESIDENCE H9 Ply: 1 Qty: 2 Wgt: 204.4 lbs SEQN: 944699 / H9 / COMN FROM: JP DRW: 06/15/15 T ,o i T 5-1 16- 4X6A 1'9-15/1p" 11'9-15/1 " 12 4 3X4 A4X6[9] 1)(0L) C B 9' 16'0-1/2" 23'2-9/16" 72-1/16" 55X8 D 7'0-1/2" 7X8 E 7'2-1/16" 25'0-1/1T " 1'9-15/1 " F 4X6f20JJ(OL) [^- 4'6 3/4" 54X4(OL) 4X6H -- 77-13/16" 22'10" 22'10" 1112X4 6'10-3/4" 7'6-1/16" i[.1.1�/16" 1' 5-15/16 91-3/4" 16'0-1/2" 23'6-9/16" 1 1i1 -1/q" 90j1/{161 4'6-3/4" -H 2h'4 d /44 „ 25'0-'1/2" Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 23.22 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.082 E 999 VERT(TL): 0.178 E 999 HORZ(LL): 0.060 C - HORZ(TL):-0.145 C Creep Factor: 1.5 fiCSTC CSI: 0.767 Max BC CSI: 0.772 Max Web CSI: 0.818 UD 240 180 ITWVIEW Ver. 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W1, W7 2x6 SP #2: :Lt Level Return 2x4 SP #3: :Rt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [.9] W4X6 3.50 R 1.25 [13) W5X8 S 1.25 [20) W4X6 2.50 R 1.25 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W O 0 /- 1- /457/384 N 1844 /911 /1047/- /- J 1844 /911 /1048/- /- P 0 /- /- /457/384 Wind reactions based on MWFRS O Min Brg Width Req = - N Min Brg Width Req = 2.6 J Min Brg Width Req = 0.0 P Min Brg Width Req = - 1Bearjngs N & J are a rigid surface. Bearings N & J require a seat plate. / 1.5 / 8.0 / 8.0 / 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D D - E 548 -631 1073 -1818 1118 -2116 1141 -1904 E - F F - G G - H 1111 -2106 1075 -1816 548 -633 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B - N N - M M - L L - K 1271 -644 1282 -648 1094 -797 2208 -1368 K - J J - I I - G 1090 1277 1267 -793 -647 -645 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A -O N -O M - C C - L D - L L - E 675 -456 42 - 24 1361 -1676 2146 -1974 326 - 70 285 -280 E - K K - F F - J P - I P - H 368 -76 2135 -1965 1360 -1677 42 - 24 677 -456 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building Component S fety Information, by TPI aria SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord stall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. (refer to drawings 160A -Z for standard plate positions. ITW Build/inlnComponents Groupuq� Inc. shallanot be responsible for any deviation from this drawing,any failure to buildthetruss in conformance indicates acceptance of doroTesslionar' engineering nresponsibility solei for the on esilgn shown. o Thevsuftabil� listing gdt use of this' drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI TSec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.orgs SBCA: www.sbcindustry.com; ICC: www.iccsafe.org sopsrisr sruss syr 15742-R FREHLING RESIDENCE HG7 Ply: 2 Qty: 2 Wgt: 383.6 lbs SEQN: 944816 / HG7 / COMN FROM: JP DRW: 06/15/15 T 18. 4X4 87 1 7' 8-12" 6'3-1/2" 12 4 p 1113X8 63X4(A1 12'6-1/4" 18'0-1/2" 5'6-1/4" C� 5X6 1112 • T2 X4 5'6-1/4" 24'4" 2 '0-JJ1/2" 6'3-1 /2" -321" �-- 4'6-3/4" N� 1112X4(••) 11$1 1112X4 1f1-1/4" III 2X4 1'9" 5'4-3/4" 64-1/2" 7'1-3/4" I 12'6-1/4" K J 22'10" 1113X8 a 3X4(A1) u12x4 4X46 . 1112X4(') m 1112X4 1p-1/4" 11'5-3/4" 3'10-3/4" 14' 17'10-3/4" 111.1,,,,, 5'4-3/4"I 1'9" 23'3-1/2" 25'0-1/2" 4'6-3/4" --{ J-- 4'4-1116" --d Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.89 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist 8: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: No FT/RT: 20(0)/10(0) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in loc Udefl VERT(LL): 0.093 D 999 VERT(TL): 0.222 D 999 HORZ(LL):-0.013 M - HORZ(TL):-0.030 M - Creep Factor: 1.5 MTC CSI: 0.270 Max BC CSI: 0.453 Max Web CSI: 0.167 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #1 Dense :T2 2x6 SP #2: Bot chord 2x6 SP #1 Dense Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: :Lt Level Retum 2x4 SP #3: :Rt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading #1 hip supports 7-0-0 jacks to BC. Left side jacks have 7-0-0 setback with 0-10-4 cant and 5-0-2 overhang. End jacks have 7-0-0 setback with 0-10-4 cant and 5-0-2 overhang. Right side jacks have 7-0-0 setback with 0-10-4 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W N 0 /- /- /409/348 M 2404 /1268 /- /- /- F 2404 /1268 /- /- /- O - /- 1- /409/348 Wind reactions based on MWFRS N Min Brg Width Req = - M Min Brg Width Req = 1.5 F Min Brg Width Req = 0.0 O Min Brg Width Req = - 1Bearings M & F are a rigid surface. Bearings M & F require a seat plate. / 1.5 / 8.0 / 8.0 / 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D 251 -209 813 -1833 880 -2130 D - E E - F F - G 880 - 2130 813 -1833 251 -209 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. M - B M - B B - L L - K 1863 -901 821 -1693 1886 -906 1904 - 912 K - J J - I I - F F - H 1904 -912 1904 -912 1886 -906 2683 -2594 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - N M - N C - L C - K D - K 173 -202 21 -5 292 -90 468 -155 117 -155 K - E I - E 0-H O -G 468 292 21 173 -155 - 90 -5 - 202 "'WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping,installing,and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI ane'SBCA) fsafety actices prior to performing these functions. Installers shall provide tempora bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structul'al sheathing and bottom chord shall have a properly attached ngid ceiling Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCI sections B3, B7 or 1310, as applicable. Apply plates to ach faceof truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing. of trusses. A seal on this drawing or cover page listin this drawingg indicates acceptance of protessronaengineering responsibility solely for the design shown. The suitability anti use of this' drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.rtwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com, ICC: www.iccsafe.org sapsrbr truism ewe% 2 15742-R FREHLING RESIDENCE J11 Ply: 1 Qty: 7 Wgt: 63.0 lbs SEQN: 944701 / J11 / EJAC FROM: JP DRW: 06/15/15 T 1 I--- 2'3-15/16" -{ 1'6-1/2" 1'6-1/2" 7' 12 4 p 111") C =2X4(A1)(OL4X4( B '�J 0112X4(9] =5X6. 114X4(OL) 4'6-3/4" F1L1-v4"1 5'5-1/2" 1113X4 D INT8 1/ 10-1/4" 510-3/4" 5'5-1/2" 7' T Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.89 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Da "1 Criteria PP Deflection in loc VERT(LL): -0.045 G VERT(TL): 0.082 G HORZ(LL): 0.019 D HORZ(TL):-0.036 D Creep Factor: 1.5 i'aTC CSI: 0.314 Max BC CSI: 0.247 Max Web CSI: 0.142 Udefl 227 124 UD 81 81 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP SS Webs 2x6 SP #2 :W2 2x4 SP #3: :Lt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT No [ 9] Plate Size W2X4 Lateral Chord JT Shift Bite No S 2.50 [12] Plate Lateral Chord Size Shift Bite W2X4 S 2.50 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. A Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W H 0 /- /- /690/625 G 993 / 583 / 677 / 690 / 525 E 247 /92 /109 1- /- Wind reactions based on MWFRS H Min Brg Width Req = - G Min Brg Width Req = 0.0 E Min Brg Width Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. / 1.5 / 8.0 / 1 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 752-1064 C - D 59 -120 B - C 83 -252 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B - G 735 -851 F - E 15 -6 G - F 757 -877 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - H 1139 -674 C - F 940 - 809 G - H 53 - 49 D - E 242 -203 "*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *"'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI one SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applplates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. ]2efer to drawings 160A -Z for standard plate positrons. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/11'1 1, or for handling,shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of rossionaf engineering responsibility sole/ for the deign shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer pier ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsafe.org superior Mamasye,� 8 1.5742-R FREHLING RESIDENCE J11A Ply: 1 Qty: 7 Wgt: 64,4 lbs SEQN: 944707 / J11A / EJAC FROM: JP DRW: 06/15/15 4- F 7'6" 11'6-3/4" T6,. 4'0-3/4" 1112X4 D it 12 4 : 1112X4 C �1 ISI — J _damp �■1112X4 1112114] to3X4B =2X4(A1 F I G 13X6 E 3X4 4] 59" 4'0-3/4" 6' 11" 6' 6'11° 4'0-3/4" 11'6.3/4" 1 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.89 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl UD VERT(LL): 0.126 J 585 120 VERT(TL): 0.306 J 240 90 HORZ(LL): -0.036 D - HORZ(TL):-0.089 D Creep Factor: 1.5 IWEETC CSI: 0.279 Max BC CSI: 0.805 Max Web CSI: 0.383 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP #2 N :62 2x4 SP SS: Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord No Size Shift Bite [ 4] W3X4 S 1.25 JT No [14] Plate Size W2X4 Lateral Shift S Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Chord Bite 2.25 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W I 662 / 400 / 554 / 1129 946 / 6.0 G 0 /- /- /43 /73 /1.5 F 558 /215 /291 /11681045/8.0 E 157 /59 /57 /- /- /- Wind reactions based on MWFRS I Min Brg Width Req = 1.5 G Min Brg Width Req = - F Min Brg Width Req = 0.0 E Min Brg Width Req = - 1Bearings I & F are a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 890 -1142 C - D 41 -92 B - C 77 -169 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - I B - J J - H 1151 -780 729 -810 920 -999 I - G 0 0 H - F 1192 -1412 F - E 12 -10 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. J - I I - H H - G 1072 -1130 790 -1016 513 -363 C - F D - E 504 -652 154 -124 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary bracing per BcSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall havea propetlly attached rigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections 3, B7 or BB10, as applicable. Applplates to each face. of truss and position as shown above and on the Joint -Details, unless noted otherwise. flefer to drawings 160A -Z for standard plate positions. ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of proiesslonaf engineering responsibility sole) for the design shown. The sultaBiiity and use of this' drawing for any structure is the responsibility of the Budding Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com. ICC: www.iccsafe.org 15742-R FREHLING RESIDENCE J9 Ply: 1 Qty 6 Wgt: 54.6 lbs SEQN: 944709 / J9 / EJAC FROM: JP DRW: 06/15/15 1 E 5X6 1'6-1/2" 5' r 1'6-1/2"_I_ 3'5-1/2" 12 4 p =2X4(A(1)(OL 11I3X4(OL D F �I3X4(• L)[1 1 ] 1112X4 4'6-3/4" 8-1/4 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.55 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE 3'S-1/2" 5' 10-1/" 1I§eW SI Criteria PP Deflection in loc Udefl VERT(LL): -0.050 G 204 VERT(TL): 0.095 G 106 HORZ(LL): 0.020 D HORZ(TL):-0.040 D Creep Factor: 1.5 MELSTC CSI: 0.311 Max BC CSI: 0.214 Max Web CSI: 0.190 E TT (o N 1 UD 81 81 ITWVIEW Ver: 15.01.00A.0312 ITW Connector Plates .2 Lumber Value Set: 138 (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP SS Webs 2x6 SP #2 :Lt Level Return 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 byALSC Plate Shift Table JT Plate No Size [111 W3X4 Lateral Chord JT Plate Lateral Shift Bite No Size Shift S 2.25 Wind Wind loads based on MWFRS with additional C&C member design. Chord Bite ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W H 0 /- /- /704/618 G 992 / 634 / 706 / 704 / 523 E 36 /31 /70 /- /- D 80 /105 /69 /- /- Wind reactions based on MWFRS H Min Brg Width Req = - G Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - 1Bearing G is a rigid surface. Bearing G requires a seat plate. / 1.5 / 8.0 / 1.5 / 1.5 Maximum Top Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 764 -1064 C - D 41 -99 B - C 243 -399 Maximum Bot Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. B- G 598 -680 F- E 0 0 G - F 620 -708 Maximum Web Forces Per PIy (lbs) Webs Tens.Comp. Webs Tens. Comp. A - H 1139 -688 C - F 974 -804 G - H 54 -49 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, instaliing,and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properlyattached sructural sheathing and bottom chord $hall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint Of webs shallhave bracing installed lled per BCI sections 63, 67 or 810, as applicable. Appplates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. refer to drawings 160A -Z for standard plate positions. ITW Building_Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/lI 1, or for handling, shipping, installation and brracin oftttrusses. A seal on this drawing or cover page listing this drawing, indicates facceptance r an pstructure is the responsibilitynengineering nof the Building bracing_ signereper for iSec shown. The suitability and use of th drawingrt Y 9 For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org avperior truism mnio 15742-R FREHLING RESIDENCE J9A Ply: 1 Qty: 2 Wgt: 56.0 lbs SEQN: 944763 / J9A / EJAC FROM: JP DRW: 06/15/15 4-7 7'6" E2AX4(A1 7'6" 12 1112X4 4 p 03X48 9'6-3/4" 2'0-3/4" D HB 1'11" rll`aCllJl:I�=_I — E f' 1112X4 I G 1113X6 5'9" E3X4[4] 1/ " 1 6' 6' Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.55 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE 11" 6,11"1 Defl/CSI Criteria.' PP Deflection in loc Udefl VERT(LL): 0.124 J 594 VERT(TL): 0.290 J 253 HORZ(LL): -0.036 D - HORZ(TL):-0.084 D Creep Factor: 1.5 M ETC CSI: 0.287 Max BC CSI: 0.768 Max Web CSI: 0.387 2'0-3/4" 9'6-3/4" UD 120 90 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP #2 N :B2 2x4 SP SS: Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 4] W3X4 S 1.25 Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W I 671 / 400 / 580 / 1102 923 / 6.0 G 0 /- /- /43 /72 /1.5 F 580 / 222 /295 / 1140 1018 /8.0 E 35 /5 /31 /- /- /1.5 D -254 /146 /98 /- 1- / 1.5 Wind reactions based on MWFRS I Min Brg Width Req = 1.5 G Min Brg Width Req = - F Min Brg Width Req = 0.0 1E Min Brg Width Req = - D Min Brg Width Req = - Bearings I & F are a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 882 -1133 C - D 72 -119 B - C 146 -182 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - I B - J J - H 1145 -771 I- G 651 -776 H - F 838 -967 F - E 0 0 1102 -1386 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. J -I 1085 -1098 I - H 742 -1047 H - G 501 - 360 C - F 635 -723 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide tempora bracinper BGGSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyatached rigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCI sections B3, B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (2efer to drawings 160A -Z for standard plate positions. ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drewing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing oqf trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professtoonar engineering responsibilitysolelyfor the design shown. The su tability and use of this' drawing for any structure is the responsibility of the Building Designer er ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org soparior tram= ave, 6 15742-R FREHLING RESIDENCE J7 Ply: 1 Qty: 6 Wgt: 50.4 lbs SEQN: 944711 / J7 / EJAC FROM: JP DRW: 06/15/15 1'6-1/2" 3' I- 1'6-1/2" - I- 1'5-1/2"� 12 IIIH0308(OL C 4 p =2X4(A1)(OL HB 1'2-3/4" 1114X4(OL) G F E 1113X4(0 L)[11 ] iht 1112X4 4'6-3/4" 1'1-1/4" 1/4" 1'5-1/2" 10-1/ 3, Defl/eg11 teria PP Deflection in loc L/defl VERT(LL): -0.042 G 242 VERT(TL): 0.077 G 132 HORZ(LL): 0.017 D - HORZ(TL):-0.032 D - Creep Factor: 1.5 MTC CSI: 0.300 Max BC CSI: 0.236 Max Web CSI: 0.242 8 8-1/41" Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.22 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE, HS T ID of 1 L/D 81 81 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP SS Webs 2x6 SP #2 :Lt Level Retum 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [11] W3X4 S 2.50 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W H 0 /- /- /662/580 G 1266 / 906 / 952 / 662 / 483 E -144 /120 /132 /- /- D -419 / 326 / 321 / - / - Wind reactions based on MWFRS H Min Brg Width Req = - G Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - 1Bearing G is a rigid surface. Bearing G requires a seat plate. / 1.5 / 8.0 / 1.5 / 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 727 -1006 C - D 191 -158 B - C 248 -369 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. B- G 546 -635 F- E 0 0 G - F 566 -661 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - H 1077 -648 C - F 1298 -975 G - H 52 -46 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme cafe in fabricating, handling, shipping, installingand bracing.Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary �nn�'� Imam nye bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly m attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Applylates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Defer to )F✓"7 drawings 160A -Z for standard plate positions. ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, installation and bracing. trusses. A seal on this drawing or cover pageglisting this drawing, Indicates acceptance of proloiossionaf engineering responsibility solelyfor the design shown. The suitability and use of thrs drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: WWW. itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org t7 15742-R FREHLING RESIDENCE J7A Ply: 1 Qty: 2 Wgt: 51.8 lbs SEQN: 944786 / J7A / EJAC FROM: JP DRW: 06/15/15 7,4„ 12 4 p . 7,4„ \\\4X6[2] • • ■;i J ►=� G 1112x4[7] 5,9" 1 (4[3] 7613/4" 2-x/4" 1112X4 C HB 1" 82X4 5'10-1/4" 5'10-1/4" 1r./4 14, 11' 7$_v4" 1 6'11" 76-3/4" Loading Criteria TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " (psf) Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 22.22 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl UD VERT(LL): 0.028 J 999 120 VERT(TL): 0.064 J 999 90 HORZ(LL): -0.004 D - - HORZ(TL):-0.010 D Creep Factor: 1.5 MESTC CSI: 0.175 Max BC CSI: 0.572 Max Web CSI: 0.395 ITWVIEW Ver. 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP #2 N :B2 2x4 SP SS: Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT No [ 2] [ 7] Plate Size W4X6 W2X4 Lateral Shift S S Chord Bite 1.25 2.50 JT No [ 3) Plate Size W3X4 Lateral Chord Shift Bite S 1.25 Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W J 861 / 523 / 748 / 1142 889 G 0 /- /- /10 /19 F 55 / 122 / 85 / 1148 925 Wind reactions based on MWFRS J Min Brg Width Req = 1.5 G Min Brg Width Req = - F Min Brg Width Req = 0.0 Bearings J & F are a rigid surface. Bearing F requires a seat plate. / 6.0 / 1.5 / 4.8 1 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 751 -973 C - D 0 -2 B - C 26 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - J B - I J - G 980 -628 1134 -1321 0 0 I - H H - F F - E 1136 -1332 1142 -1358 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. B - J 1105 -1031 1-1-0 267 -199 J - I 261 -368 C - F 106 -83 *WARNING'"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, instaliing,and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. }defer to drawings 160A -Z for standard ate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSITTPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawin indicates acceptance of profssloonar engineering responsibility solely for the design shown. The sutta6bility and use of this' drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org: SBCA• www.sbcindustry.com; ICC: www.iccsafe.org essivarbow *rasa ay% A 15742-R FREHLING RESIDENCE J5 Ply: 1 Qty: 8 Wgt: 25.9 lbs SEQN: 944713 / J5 / EJAC FROM: JP DRW: 06/15/15 5'5" 5'5" HB 1-3/4" • Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Part. Enc. Risk Category: II EXP: C Mean Height: 21.89 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h12 to h C&C Dist a: 3.00 ft GCpi: 0.55 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): -0.020 D 999 VERT(TL): 0.045 D 999 HORZ(LL): -0.005 D - HORZ(TL): 0.011 D - Creep Factor: 1.5 J TC CSI: 0.208 Max BC CSI: 0.895 Max Web CSI: 0.613 UD 120 90 ITWVIEW Ver: 15.01.00A.0312. ITW Connector Plates 2 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W D 618 / 376 / 514 /839/700 / 1.5 C - /- /- /839/712 /1.5 Wind reactions based on MWFRS Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 952 -1709 B - C 796 -1491 1Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 1697 -823 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 785 -553 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI anr3 SBCA) fOr safety practices pnor to performing these functions. Installers shall provide temporar bracing per BCSI.Unless noted otheiwise,top chord shall have properly attached structural sheathing and bottom Nord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Applplates to each face, of truss and position as shown above and on the Joint -Details, unless noted otherwise. ttefer to drawings 160A -Z for standard plate positrons. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the tress in conformance with ANSII 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professionar engtneenng responsibility solely for the design shown. The suitability anti use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org 15742-R FREHLING RESIDENCE J3 Ply: 1 Qty: 8 Wgt: 17.5 lbs SEQN: 944760 / J3 / EJAC FROM: JP DRW: 06/15/15 f co 4-7/16" 3'6-3/4" 3'10-13/16" c Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Part. Enc. Risk Category: II EXP: C Mean Height: 21.55 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft GCpi: 0.55 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.004 C 999 VERT(TL): 0.007 C 999 HORZ(LL): 0.001 C - HORZ(TL): 0.002 C - Creep Factor: 1.5 15 TC CSI: 0.080 Max BC CSI: 0.119 Max Web CSI: 0.000 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 338 /- /- /806/- C 78 /- /- /342/- B 0 /- /- /464/ - Wind reactions based on MWFRS /1.5 / 1.5 / 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 663 -533 1Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP SS Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. A - C 426 -343 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing.and bracing. . Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proerly attachedrigid ceiling.Locations shown for permanent lateral restraint Of webs shall have bracing ins ailed per BCSI sections 63, B7 or B10, as applicable. Appplates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. fiefer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of protssionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org svparwr truss aim , t5742 -R FREHLING RESIDENCE J1 Ply: 1 Qty: 8 Wgt: 12.6 lbs SEQN: 944757 / J1 / EJAC FROM: JP DRW: 06/15/15 1'0-1/16" 4-7/16" 1- 12 4 L C X716" 1'6-3/4" -11/711IQ," 1'10-13/16" A Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Part. Enc. Risk Category: II EXP: C Mean Height: 21.22 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft GCpi: 0.55 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.003 C 999 VERT(TL): 0.012 C 999 HORZ(LL): 0.000 C - HORZ(TL): 0.001 C Creep Factor: 1.5 MTC CSI: 0.062 Max BC CSI: 0.048 Max Web CSI: 0.000 UD 151 151 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 89 /- /- /82 /- C - /- /- /132/- B 89 /- /- /50 /- Wind reactions based on MWFRS / 1.5 / 1.5 / 1.5 Maximum Top Chord Forces Per PIy (lbs) Chords Tens.Comp. A - B 28 -43 1Maximum Bot Chord Forces Per PIy (lbs) Chords Tens.Comp. Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. A - C 138 0 "`WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, instailing,and bracing. Refer to and follow the latest edition of SCSI (Building Component S fety Information, by TPI and SBCA) fr safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracinginsailed per SCSI sections 63, B7 or B10, as appllcatile. Apply plates to each face, oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible fpr any deviation from this drawing,anyy failure to build the truss in conformance with ANSITTPI 1, or for handling,shipping installation and bracing of trusses. A seal on this drawirig or cover page listing this drawing, indicates acceptance of ppro-fssionaf'engineering responsibility solelyfor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer er ANSI/TPI T Sec.2. For more information see this lob's general notes page and these web sites: ITWBCG: www.>twbcg.com; TPI: www.tpinst.org; SBCA: www.sbcmdustry.com; ICC: www.iccsafe.org superior sr.sa 8y� m1- m I>"Gi t5742 -R FREHLING RESIDENCE T2 Ply: 1 Qty: 11 Wgt: 30.8 lbs SEQN: 944820 / T2 / MONO FROM: JP DRW: 06/15/15 12 --i 2.5 F3ilk 7'3" 7'3" Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.045 D 999 VERT(TL): 0.102 D 837 HORZ(LL):-0.015 D - HORZ(TL):-0.034 D - Creep Factor: 1.5 IRI TC CSI: 0.655 Max BC CSI: 0.549 Max Web CSI: 0.371 UD 240 180 ITWVIEW Ver: 15.01.00A.0312.2 ITW Connector Plates Lumber Value Set: 136 (Effective 6/1/2013) Top chord 2x6 SP #2 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W D 417 /177 /189 /- /81 /- C 409 /148 / 195 /- /- /8.0 Wind reactions based on MWFRS D Min Brg Width Req = - C Min Brg Width Req = 1.5 Bearing C is a rigid surface. Bearing C requires a seat plate, Maximum Top Chord Forces Per Ply (lbs) 1Chords Tens.Comp. Chords Tens. Comp. A - B 0 -5 B - C 22 -109 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 188 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 526 -337 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installingand bracing.Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide terhporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Applplates toach face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to drawings 160A -Z for standard pate positions. ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of protessiponar engineering reepgnsibility sole) for the design shown. The suitability and use of this' drawing for any structure is the responsbility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.ttwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org sspetrbr muss =yak. fl Page 7 of 10 ESR -2549 TABLE 4- MODEL NO. DIMENSIONS' (inches) COMMON NAILS' (Quantity Type) wow.v.v..,101, ALLOWAELE LOADS''` (�) , W H B Header Joists Upfr@6 Download C, = 1.33 or =1.6 CD=1.0 Co=1.15 Co=125 LUS24 15/16 31/8 13/4 4-10d 2-10d 465 640 735 800 LUS26 18118 43/4 1314 4-10d 4-10d 930 830 955 1,040 LUS28 - 19/18 66/s 13/4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 18/18 73/18 13/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 31/e 31/8 2 4-16d 2-16d . 440 765 880 960 LUS26-2 31/8 415/18 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 31/8 7 2 6-16d 4-16d 1,140 1785 1,455 1,585 LUS210-2 31/8 815/18 2 8-16d 6-16d 1,710 1,765 2,030 2,210 1115214-2 31/8 10t6/18 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 38/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 38/18 4% 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 38/18 63/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 35/18 83/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 FTN Sr•I irv+t . 38/18 9g Amro 103/4 aIkf - A AC &I 2 10-16d 6-16d 1,710 2,030 2,335 2,540 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Semon 32.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) limes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear railing) to achieve the tabulated bads. 6. Allowable uplltt bads have been increased for wind or earthquake ioading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 4-LUS SERIES HANGER t/ TYP. DETAIL @ CORNER - HIP 0:) 2-'16d NAILS /B) 3-16d NAILS SIIVIPSON LUS-26 w/ 11-6d NAILS ITW SS- L/R-26 w! 6-16d t 6-10d NIALS ITW SS- LIR-26 w! 6-16d + 6-10d NIALS ITVV SS- L/R-26 w! 6-16d - 6-10d NIALS ,E HANGERS HANGERS SHOULD ,BE CONNECTED w/THE NUh/ISER .OF .FAST.ENERS .REQUIRED TO DEVELOP THE HANGER MAXIMUM CAPACITY f�. -Z& 11G7li E ng n g n a u© U©• n� lig uU u u ( HIP GIRDER) ,l, 0 jF.� " ( 0) JL© G G J tiG9 ( HIP GIRDER ) C)U .FR MING .PLAN J1 - 03 to HIP JACK GIRDER J5 to HIP JACK GIRDER J7 to HIP GIRDER J9 to HIP GIRDER CHORD HANGERS FASTENER1 GIRDER JACK G p) 0 ti 7 -CHORD STEEL STRAPS - by builder STEEL STRAPS- by builder HIP JACK GIRDER (14J-7) to HIP GIRDER HIP JACK GIRDER (HJ -9) to HIP GIRDER B-OHORD 2-16d NAILS 2-16d NAILS 7 -CHORD STEEL STRAPS - by builder B -CHORD b I tEL STRAPS - by builder 2-16d NAILS 2-16d NAILS 7-CHDRD STEEL STRAPS - by builder B -CHORD S I EEL STRAPS- by builder 3-1.6.d..NAILS .3-16d NAILS 7 -CHORD STEEL STRAPS - by builder B-OHDRD SIMPSON LUS-26 7-CHDRD ITW SS- L/R-26 3-1'5d NAILS 8-1 Bd NAILS B -1:6d :NAILS e-OHORD 1TVV SS- L/R-26 -r-cHDRD ITVV SS- L/R-26 •a-OHORD - -17W SB--L/R-26 6-1.6d NAILS 6-16d NAILS 6-1Bd NAILS 6-16d NAILS 6-16d NAILS 6-16d NAILS .6-1.6d -NAILS SET -BACK j© @ II r- 11 II 11 11 tm Alm um tm 11 n 11 II 11 11 Cl •I tYf II it I tl Il IIII 0 O 0 ® © © © © HIP GIRDER - SIDE VIEW DECAr-; CORRAL, P.E. ( civil eng.) sign &. seal: state of f(orida registration r 12467 I date: ( v. IND LOADS j exposure cOtegot}.17ype G building Category" Type. II ( wind _: velocity:;175.mpr iji 9•-o° SET -BACK — 7• o 1 C) SET -BACK, J rGRAVITY LOADS-,. ROOF PLODF top Chord: .Jrve:Ioaci: rP,.C�-psfl� 1 dead Ioad:)I{ 1 5-p50 ti�m.rhord: live load:,0�1-pstinn h/iINIIVIIUN GRADE of LU1A13EP. 7 -CHORD.... 2x4 - No.2 19 SP • B -CHORD.... 2x4 --No.2 19 SP EBS..10!,t(14!( �4 tihip 3 19 SP •-)er' .\1 ?\ J U t.1:!',''�'`/!r/ \C:LA70__ . HIP JACK GIRDER - SIDE VIEW -70 • ..,�rEor ' ,e;:: CG ., 2 138 =it A R N I N G Bi BCSI-B1 SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSES Spans over 60' may require CM lex lex pe n, nt bracing. Please always consult a Registered Design Professional. Bi GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to DCSI - Guide to •�- - ..r•-1+ 11. -11 :-'1r•-et. & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI- B3*** for more information. All other permanent bracing design is the responsibility of the building designer. NOTAS GENERALES Los trusses no ester; marcados de ning (n modo que identifique la frecuencia o localization de restriction lateral y arriostre diagonal tempora/es. Use las recomendaciones de manejo, instalacion, restriction yarriostre temporal de los trusses. Vea el folleto BCSI - Gula de Buena Practice para el Maneio Instalacion Restriction v Arriostre de los Trusses de Madera Conectados con Placas de Meta(**' para information mos detallada. Los dibujos de diseno de los trusses pueden especificar las localizations de restriccion lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI-B3*** pare mos information. EI resto de los disenos de arriostres permanentes son la responsabilidad del disenador del edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacion, restriccion y arrisotre incorrecto puede ser la caida de la estructura o arin peor, heridos o muertos. A©MIUOoIA Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. BCcNTuCme Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dark) a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. A 1021CM Use special care in windy weather or near power lines and airports. HANDLING - MANEJO NOTICE Avoid lateral bending. Evite la Flexion lateral. NOTICE The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dafio. Spreader bar for truss 11©310721aUtilice cuidado especial en digs ventosos o cerca de cables electricos o de aeropuertos. Use proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improviser. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega trea o9 almacenados temPo ralmente en contacto con el suelo entrega. ues de en a. Si los trusses estaran P para mos de una semana, ponga bl ueando de altura suficiente detras de la ila oq P de los trusses a 8 hasta 10 pies en centro (o.c.). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegedos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto SCSI." para information mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. DO NOT store unbraced bundles upright. NO almacene verticalmente los trusses sueltos. DO NOT store on uneven ground. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la groa. • NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. • A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior haste 45' y trusses de cuerdas paralelas de 30'o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45: Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45: AWARNING Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pito para levantar puede hacer dafio al truss. Tagline Toe -in Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline 60' or less Approx. 1/2 -� truss length TRUSSES UP TO 30' (9.1 m) •� TRUSSES HASTA 30 PIES Locate Spreader bar above or stiffback mid -height Tagline Attach 10' (3m) o.c. max. iiMri I\ LLI%/I%III Spreader bar 2/3 to 3/4 truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES -� El Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grtia hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. '4' Trusses up to 20' -p (6.1 m) Trusses hasta 20 pies U Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. -. Trusses up to 30' _ (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-82*** para mas information. O Locate ground braces for first truss directly in line with all rows of topchord temporary lateral restraint Po ry table in the next column). Coloque los arriostres de tierrapara el primer oq truss directamente en linea con cada una de las filas de restriccion lateral temporal de la cuerda superior (vea la table en la proxima columna). DO NOT walk on unbraced trusses. NO camine en trusses sueltos. DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado a la armadura y voladizos. Top Chord Temporary Lateral Restraint (TCTLR) � ) ,, min. 7,/r1 "� Brace first truss securely before 4e ection of additional trusses. uuo'ii STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RI 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses•with short member temporary rylateral restraint (see below . 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de tierra. 3) Instate los proximos 4 trusses con restriccion lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccion lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-82*** para mos information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m) - 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - 80' (24.4 m)* 4'(1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disefio para trusses mas de 60 pies. El See BCSI-B2*** for TCTLR options. Vea el SCSI -82." para las options de TCTLR. NOTICE Refer to BCSI-133*** for Gable End Frame restraint/bracing/ reinforcement information. Para information sobre restriccion/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to BCSI-67*** for more information. 10' 3 m) or Diagonal bracing 15' 4.6 m)* AOC a sr -- Vea el resumen BCSI-B7*** para mos information. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall he 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Repeat diagonal bracing every 15 truss spaces 30' 9.1 m) max. E Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Max. Bow Length -Iv- Max. Bow ► Max Bow ^--. Length -� Max. Bow r Length • Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max CONSTRUCTION LOADING CARGA DE CONSTRUCCION GI DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construction hasta que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y segura. Out -of -Plumb Out -of -Plane Max. Bow Truss Length D/50 D (ft.) 3/4" (19 mm) 12.5' (3.8 m) 1/4" (6 mm) 1' (0.3 m) 7/8" (22 mm) 14.6' (4.5 m) 1/2" (13 mm) 2' (0.6 m) 1" (25 mm) 16.7' (5.1 m) 3/4" (19 mm) 3' (0.9 m) 1-1/8" (29 mm) 18.8' (5.7 m) (25 mm) 4' (1.2 m) 1-1/4" (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.O m) 1-1/2" (38 mm) 6' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) 1-3/4" (45 mm) 7' (2.1 m) 1-3/4" (45 mm) 29.2' (8.9 m) (51 mm) 28' (22 4 m) (51 mm) 233.3' (10.1 m) DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de monton. Vea el resumen BCSI-B4*** para mas information. Note: Ground bracing not shown for clarity. 10" or Truss attachment 77 Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web members Diagonal CLR splice reinforcement bracing Truss Member 2x CLR 10' (3 m) - 15'(4.6m)max. Same spacing as bottom chord lateral restraint Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords Minimum 2 2x Scab block centered over splice. Attach to CLR with minimum 8-161 0.135x3.5" nails each side of splice or as specified by the Building Designer. SECTION A -A 10' (3 m) - 15' (4.6 m) max. Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. /j� Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (408 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high • NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de la luz, en cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individ ▪ Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE duales. posible. Refer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-85.555 • DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningon miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del disefio del truss. NOTICE Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance. Po ep p To view a non -printing PDF of this document, visit sbandustry.com/b1. NOTE: The truss manufacturer and truss designer relyon the presumption that the contractor and crane operator if applicable) are 9 P P Pera ( ie ) rofessionals with the capability to undertake the work theyhave agreed to do on anygiven project. If the contractor believes it needs asP Pa N 9 P 1 outlined insome aspectt the construction project,ta should seek assistance from a competentmployparty.uThe methods and procedures AFELY. outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. euuatnusscuusra 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org IADVERTENCIA I HOJA RESUMEN DE LA GUM DE BUENA PRACTICA PARA EL MANEJO, INSTALACION, RESTRICCION Y ARRIOSTRE DE LOS TRUSSES Vanos mas de 60 pies pueden requerir arriostre permanente complejo. Por favor, siempre consulte a un Profesional Registrado de Diseno. \\* Wbu,� BUILDING PERMIT APPLICATION ❑BUILDING El PLUMBING JOB ADDRESS: Cit : Folio/Parcel#: Occupancy Type: Miami Shores Village Building Department 10050 N,E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ELECTRIC ❑ ROOFING ❑ MECHANICAL ❑PUBLIC WORKS 44-1 PE.CEJVED MAR fl f Q15 ' ci- Master Permit No. Sub Permit No. ❑ EXTENSION ❑ REVISION 0 CHANGE OF CONTRACTOR v f4. FBC 20 G 4—sCQ1{- ❑ CANCELLATION ❑RENEWAL Load: OWNER: Name (Fee Simple Titleholder): Address: 62 2 -44 City: Tenant/Lessee-Name: Construction Type: -f Is the Building Historically Designated: Yes —_ Flood Zone: a BFE: NO FFE: Phone#:SOS q2- 3t(j Email: Zip: Oben e Cow). CONTRACTOR: Company Name: Address: 2464 weseci Lokv-d Q -t City'! State: F-(�dy dGlu Qualifier Name: _ �noJ e �,,: p ?Let.r{ (,1 a 41/4 Zip: 33 l ip(p Phone#: 440%-%" t,(p2y' Vita State Certification or Registration #: 6 G Ci 41' 5123 0 Certificate of Competency #: DESIGNER: Architect/Engineer: Oref/i lzl_r-t "eGIiIi l e6.40 >° 4 Dec, �r . Phone#: '361 Q7(p3- 402 Address: 24 �� • 31 S{vf + 5U�e 102 City: %'tic mi Value of Work for this Permit: $ Type of Work: 0 Addition Description of Work: �`>> Phone#: Rog- 53(o -9404- Alteration Square/Linear Footage of Work: ❑ New ❑ Repair/Replace 2 N State: Ft— •Zip: 33133. P1 Demolition Specify color of color thru tile: Permit Fee $ ' CCF $ Submittal Fee $ Scar mis1g Fee $ Teckincdogy Fee $ Radon Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014 DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 1/ . c Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND - TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first insp: ction which occurs seven (7) days after the building permit is issued. In th= absence of such posted notice, the inspection will n be approved and a rein • ction fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged efore•me this day of in m < (lam , 20 IS , by cZ,Q\ Q'(\ CireAtilkY\0\ , who is personally known to me or who ha d ce dr'VN.B\ A.he$ as identification NOTARY PU 5' Print: beCH D7 404" mAl take an °BRENDA PAUL % Notary Public - State of Florida • e My Comm. Expires Sep 6, 2015 Commission # EE 127954 Bonded Through National Notary Assn. Seal: Signature ONTRACTOR The foregoing instrument was acknowledged before me this 61 day of l \QV%Vl , 20 /jam , by RDge b [ pLDISDY1Cl.k, , who is personally known to me or who has produced KAAA7Y\ as identification and t4 ho,�c .'1tks an oath. BRENDA PAUL � �o NOTARY PUBLIC: ' 3. • My Comm. Expires Sep 6 2015 ( ' 1crs Notary Public - State of Florida Sign: Print: Seal: Oore BondedCommission # EE 127954 Through National Notary Assn. 6 DC - Pau.L_ • ******************************* ** **** :?***************************************************************** *******APPROVEDBY Plans Examiner Zoning A31/4 lIC C (Revised02/24/2014) tructural Review Clerk Tel: (786) 385-2523 (305) 640- 9850 Fax: (305) 640-3067 RECEIVED MAR 0 9 2015 BY: Studio A Engineering Shoring Engineers 10770 NW 66 St - #401 Doral, Florida 33178 S C.A. 27691 E-mail: paul_pineda@englneer.com www.studioaeng.com Miami Shores Village APPROVED BY DATE 7ONING DEPT BLDG DEPT ;1a[1JI-CT TO COMPLIANCE WITH ALL FEDERAL `;IP'1`"_DCOIJNTYRlIIESAND IJFniEATIONS 'N BUILD- ERS • • • •• • • •••• • • •••• • • • •• ••• •• SHORING CALCULATIONS FOS;:• FREHLING RESIDENCE • • •••••• .. 1• •••• • • • • •• 1285 NE 95 St Miami Shores, FI 33138 OPTIMUS STRUCTURAL DESIGN LLC SHOP DRAWING REVIEW REVIEW A Review of shoring and re -shoring drawings is only of a cursory nature to determine that the submittals have bew furnished, that the submittals brave been::ipci ;tad Wiled by the specialty mincer, aa0 liaie Lia: Specialty engineer hat understood VI.: dcs►gi intended end has used ties :.ited sc1,<:.cural criieria. No detailed check of cars:,.:s,at►oos hes been performed. No tioaitrd ei:eL.i< ofdimensions or quantities bas bcc: rnunt:. The specialty engineer signing and seating the rhawings will be solely rseporisible for the structural adequacy of the proposedshoring and re-shorisyg system. OSD wiii not be ;responsible: far any deficiaacies created during the construction by improper desiggu, erection, instutilntion or other operations whited to the system shown on these drawings. DATE 3 -b -I S BY 9-->4* • • • • • •• • • • ••• • • • Calculations comply with: 2010 Florida Building Code -ACI 347 - Specifications 02-27-15 FOR ALL SHEETS PAUL PINEDA, PE 61808 Professional Engineer Florida Special Inspector # 7026221 :• • • • • • • • • • • • • JOB NUMBER: 1500 JOB NAME : FREHLING RESIDENCE SLAB SHORING w/POST SHORES slab up to : 5 inch JOIST SIZE : depth: 3.5 inches width: 1.5 inches (1) 2x4 STRINGER SIZE : depth: 3.5 inches width: 3 inches (2) 2x4 Joist length = 4 ft Clear Span ( I ) _ 3.75 ft Post spacing = 4 ft Clear Span (L) = 3.33 ft DEAD LOADS (DL): SLAB SELF WEIGHT: 60 psf FORMWORK 10 psf TOTAL DEAD LOADS: 70 psf • • • • • . ..•. • • . . LIVE LOADS (LL) : • • •• •• . 50 psf 50 psf • • • • TOTAL LIVE LOADS: 50 psf ...• • TOTAL LOADS 120 psf a) PLYWOOD 3/4" : Using Joist @ 19.2 inches S = 1.60ft M= wxS^2/8= 38.53#sxft f b = M/Sx = b) JOIST : w= M= fb= wxI^2/8= M/Sx = SHEAR ON JOIST ( V ) : fv= 3V/2bd= c) STRINGER : w= M= wxL^2/8= f b = M/Sx = SHEAR ON STRINGER ( V ) : fv= 3V/2bd= d) POST LOAD : .. • . • .• .. .. .... • • . . . . • • • • • • •• • • •.• • • • •• • 1122.33 psi < F b = 1930 psi (OK ) 192.67 pif 338.67 #s x ft F b = [Cd=1.251 x 1,100psi 1327.04 psi < F b = 1375 psi (OK ) 385.33 #s 110.10 psi < F b = 175 psi (OK ) 481.67 plf 668.98 #s x ft 1310.66 psi < F b = 1375 psi (OK ) 963.33 #s 137.62 psi < F b = 175 psi (OK ) 1926.67 #s < P allow = 2,880 #s ( Hi -Load Post Shore ) h<=12' JOB NUMBER: 1500 JOB NAME : FREHLING RESIDENCE SLAB SHORING w/POST SHORES slab : 8 inch JOIST SIZE : depth: 3.5 inches width: 1.5 inches (1) 2x4 STRINGER SIZE : depth: 3.5 inches width: 3 inches (2) 2x4 Joist length = 3.5 ft Clear Span ( I ) = 3.25 ft Post spacing = 3.5 ft Clear Span (L) = 2.83 ft DEAD LOADS (DL): SLAB SELF WEIGHT: 97 psf FORMWORK 10 psf •••• TOTAL DEAD LOADS: 107 psf• :::; • • LIVE LOADS (LL) : • • • • 50 psf 50 psf • TOTAL LIVE LOADS: 50 psf • ` `" ' •••• • TOTAL LOADS 157 psf • •• • "' ` • ••• •• •••• • a) PLYWOOD 3/4" : • • • • • Using Joist @ 19.2 inches• • • S= 1.60ft ••• •• • • ••• M= wxS^2/8= 50.13#sxft ••••• • f b = M / Sx = 1460.19 psi < F b = 1930 psi (OK ) b) JOIST : w = 250.67 plf M= wxI^2/8= 330.96#sxft Fb= [Cd=1.25] x 1,100psi f b = M / Sx = 1296.82 psi < F b = 1375 psi (OK) SHEAR ON JOIST ( V ) : 438.67 #s f v = 3V/2bd= 125.33 psi < F b = 175 psi (OK) c) STRINGER : w = 548.33 plf M= wxLA2/8= 550.24#sxft f b = M / Sx = 1078.02 psi < F b = 1375 psi (OK) SHEAR ON STRINGER ( V ) : 959.58 #s f v = 3V/2bd= 137.08 psi < F b = 175 psi (OK) d) POST LOAD : 1919.17 #s < P allow = 2,880 #s ( Hi -Load Post Shore ) h < = 12' JOB NUMBER: SH -1500 JOB NAME : FREHLING RESIDENCE UP TO 8 x 35 BEAM DIMENSIONS: depth: 35 inches width: 8 inches JOIST DIMENSIONS : depth: 3.5 inches (4") width: 1.5 inches (2") STRINGER DIMENSIONS : depth: 1.5 inches (4") width: 3.5 inches 2(2"x4") NUMBER OF JOIST : 2 and DEAD LOADS (DL): BEAM SELF WEIGHT: 292 plf TOTAL DEAD LOADS: 292 plf LIVE LOADS (LL) : joi Sr 50 psf x width 33 plf TOTAL LIVE LOADS: 33 Of TOTAL LOADS ON BEAM 325 plf a) PLYWOOD 3/4" w = 40.63 plf/inch L = 6.5 inch M= wxL^2/8= 214.55#sxinch f b = M / Sx = 520.75 psi b) JOIST : M= fb= wxL^2/8= M/Sx = SHEAR ON JOIST( V): fv= 3V/2bd= c) STRINGER : Bearing Area : Load : fcL : .-.. • I • . ._.. ... 1 . •. . . • . • • • • • • • • • • • • • '"rept, PasT Stiae,s o,e. • ELLFS FbSi •• •• • • F b = (Cd=1.25 )x 1,545 psi = 1,930 psi (OK ) Stringer Spacing 4 ft Clear Span = 3.88 ft 610.01 #s x ft 1195.12 psi < F b = (Cd=1.25 )x 1,100 psi = 1,375 psi (OK ) 314.84 #s 89.96 psi < F v = 175 psi (OK ) DIRECT BEARING 12.25 sq - in 650.00 # s 53.06 psi Fc L=565 psi (OK) d) POST SHORE LOAD : 650.00 #s < P allow = 2500 #s (OK ) (h<=14') • • • • • • • JOB NUMBER: SH -1500 JOB NAME : FREHLING RESIDENCE UP TO 12 BEAM DIMENSIONS: depth: width: STRINGER&JOIST DIMENSIONS depth: width: NUMBER OF JOIST : DEAD LOADS (DL): BEAM SELF WEIGHT: TOTAL DEAD LOADS: LIVE LOADS (LL) : 50 psf x width TOTAL LIVE LOADS: TOTAL LOADS ON BEAM a) PLYWOOD 3/4" w= L= M= wxL^2/8= fb= M/Sx = b) JOIST : M= fb= wxL^2/8= M/Sx = SHEAR ON JOIST( V): fv= 3V/2bd= c) STRINGER : Bearing Area : Load : fcL : d) POST SHORE LOAD : x 18 18 inches 12 inches 3.5 inches (4") 1.5 inches (2") 2 and 225 pif 225 plf 50 plf 50 pif 275 plf 22.92 plf/inch 10.5 inch 315.82 #s x inch 766.55 psi Stringer Spacing Clear Span = 516.16 #s x ft 1011.26 psi 266.41 #s 76.12 psi DIRECT BEARING 2.25 sq - in 550.00 # s 244.44 psi 550.00 #s • .• • • • 1•• • • • •• • • •• .. rat Sr ..• . ••••� ••••• • •• „ • 021"0, • . •• •• Iris t:' Post. SHoeks o,e •• -:• • ----w. ELLIS Pow '• • • ••• ••• •• • F b = ( Cd=1.25 )x 1,545 psi = 1,930 psi (OK ) 4ft 3.88 ft F b = ( Cd=1.25 )x 1,100 psi= 1,375 psi(OK) F v = 175 psi (OK) F c L= 565 psi (OK) P allow =2500#s (OK) (h<=14') MUDSILLS CALCULATION: ALLOWABLE SOIL PRESSURE : 2000 PSF P ( max ) = 1927 #s ( for posts Toads 8" slab) AREA = 0.96 SF USE : 12 x 12 1.00 SF ACTING PRESSURE ( w ) : ( 13.38 PSI = 160.58 P linear inch 12 6 ) / 2 = M= w x L^2 /2= 722.63 #s x inch fb= M/nSx n (# plywoods) = 2 3 inches F b = [Cd=1.25] x 1,545psi fb = 876.97 PSI < Fb = 1930 PSI USE : 2 PLYWOOD 3/4" , 12 x 12 SQ •... • . ••••• • • •• ..• . • • .. • .. .. • • • • •••• • • . •••• • • • • • • ....•••• • • • • • . • • • .. • • • ..• • ••• • • • .. .. • .Post Shore 350 DB Part No.: VFTP552147 Height 6' - 6" to 11' - 6" Weight 46.5 Ibs. rust 5iiui s 350 uu oilu nes 550 .' yF_'=r"M�•I.Yi7:::Glf".»ncat.''U:LC '1511°.PC.4.3YG'�"�IWI1!;'s-_rlt^.,,rr'- +-..r.. TiX.e��2'. �afY.sit'.'iC4Q`N1`� 'I: P3 7K4"tlt.:it Post Shore AS 550 Part No. VFTP463087 Height 10' to 18' Weight 742 lbs. Both post shores have a 3" D_D_ base and a 2.5" 0.0. staff. Components Part No. U8EP VFTA470804 VFTA002547 VFTA107118 Description U -Head T -Spring Bolt Swivel Clamp Counter Nut DB 350. . LOAD CAPACITIES* Height (ft-) 6'-6" 7'-0" 7'-6" 8' - 0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" Load (Ibs.) 6445 6445 6445 6445 6445 6445 6445 5600 5170 4400 3860 Post shores must be braced or restrained from lateral movement by other means. Capacities indicated are at 3d safety factor. Weight 4.9 Ibs. 0.2 lbs. 4.2 lbs. 2.2 lbs. AS 550 LOAD CAPACITIES* Height (ft.) 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 13'-6" 14'-0" 14'-6" 15'-0" 15'-6" 16'-0" 16'-6" 1T-0" 17' - 5" 18'-0" Load (lbs.) 9367 8800 8176 7475 6903 6353 5815 5316 4880 4490 4160 3859 3575 3340 3133 2924 2732 All drawings on this sheet are for illustrative purposes only This sheet is intended for general information pau osesonly. Because of the many variables which affect the performance of the product line, some of the information in it may not apply. For specific applications, contact Safway. . NOTE Erection, use, maintenance and disassembly must conform to current manufacturer's instructions as well as all federal, state and local regulations Copies of compkte Safety Guidelines for these and other products an availablefrom Solway oryour Solway dealer without charge. FO WORK SYSTE1AItS, LLC. - N14 W23833 Stone Ridge Dr. Suite 400 Waukesha, WI 53188 (262) 523-6500 (800) 558-4772 ■ Fax (262) 523-6264 wwwsafway.com • SAFWAY STEEL PRODUCTS INC. N14 W23833 Stone Ridge Dr. Suite 400 Waukesha, W153188 (262) 523-8500 (800) 558-4772 • Fax (262) 523-6595 www.safway.com 0 2001 Safway Steel Products inc. All Rights Reserved. U8EP • • • • • Accepts 4" flange beams. • • VFTA470804 • Required to attach • U -Head UBEP. • • • VFTA002547 (1.9" x 3.0") Required to attach 1.9" tubes to post shore base. VFTA107118 Required for tension loading in brace applications. VFTP463087 AS 550 may be used upside down for easier adjustment 10/01 ORN 553 • Table 4B Reference Design Values for Visually Graded Southern Pine {Amens' Lumber (2" - 4" thick)2,2,3,4,5 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 46 ADJUSTMENT FACTORS Species end commercial grade Size ctassiiication Design values in pounds per square inch (psi) Grath Rub Ager 8ending Ft Tension parallel to grain F1 Shear p_eraltai to grain F.,. Compression perpendicular to grain F , Compression parallel to grain Fc Modulus of Elasticity E Dense Select Structural 3,050 1.650 175 660 • 2,250 1,900,000°1* • 690,000 Select Structural 2,06650 1.600 175 565 2,180 • • • 1,800,008• • • 666,000• • • Non -Dense Select Structural 2.650 1,350 175 480 . 1,910.. • • 1,700,0C) • 620,000• ' No.1 Dense 2,000 1,100 175 660 2,000•• 1.800,902 • 660.000 0 No.1 2' - 4' tide 1,850 1,050 175 565 1.850 • • • 7 ,700.000• • • 625,uuu ' • No.1 Non -Dense 1,700 900 175 460 1,7et? • • • • 1,600,000 ' SB§.Q(r• + : No2 Dense 1,700 875 175 660 1,810' • • • 1,700,000 • 629,000 • No.2 1,500 825 175 565 1,651> • • • • 1,600,1100 • 589,6000 b No2 Non -Dense 1,350 775 176 460 1,644. • • • 1,400,00p• . • 51Qa. ► • No.3 and Stud 650 475 175 565 915.4 • 1,400,900• • 510,000 Construction 1.100 ,_ 625 175 565 1.800 • • 1 500 000 • • 55Q,QQg.0 1, Standard 4' wide 625 350 175 565 - • 1,590 ..•0 • • 1,300,000 • 470,000 . Utility 300 175 175 565 9'5 • 1,300,0W. s i • 478,81P ° • Dense Select Structural 2,700 1,500 9 • 175 650 • • 1,900,500 694,600. • Select Structural - 2.550 1,400 175 565 2,004 • • 1,800,Qt)D ; •: 668,000 • Non -Dense Select Structural 2,350 1,200 175 480 1,850 1,700,000• • 620,000 No.1 Dense 1,7550 950 175 660 1,900 1,800,000 660,000 N0.1 1,650 900 175 565 1.750 1,700,000 620,000 No.1 Non -Dense No.2 Dense - &"wide 1,500 800 175 460 1,600 1,600.000 580,000 No2 1,450 7775 1755 65.0 1,750 1,700,000 620,000 No.2 Non 1,250 725 173 565 1,600 1,600,000 580,000 -Dense No.3 Stud 1.150 675 175 480 1,500 1,400,000 510,000 and 750 425 175 565 925 1,400.000 310.000 Dense Select Structural Select Structural 2,450 1,350 175 650 2,050 1,900,000 690,000 Non -Dense Select Structural 2,300 1,300 175. 565 1,900 1,800,000 660,000 No.1 Dense 2,100 1.100 175 480 1,750 1,700,000 620,000 SPI/ No.1 1,650 875 175 660 1,800 1,800,000 660,000 No.1 Non -Dense 8' wide 1,500 825 175 - 565 1,650 1,700,000 620,000 No.2 Dense 1.350 725 175 480 1,550 1.600,000 580,000 No.2 1,400 675 - 175 660 1,700 1,700,000 620,000 No2 Non-0ense 1,200 650 175 565 1,550 1,600,000 580,000 No.3 and Stud 1,100 • 600 175 480 1.450 1,400,000 510,000 700 400 175 565 875 1,400,000 510,000 Dense Select Structural Select Structural 2.150 1,200 175 650 2,000 1,900,000 690,000 Non -Dense Select Structural No.1 Dense 2.050 1,850 1,100 950 175 . 175 555 480 1.850 1,750 1,800,000 1,700,000 660,000 620,000 No.1 1,450 775 175 660 1,750 1,800,000 660,000 No.1 Non 10" wide 1.300 725 175 565 1,600 1,700,000 620,000 -Dense No.2 Dense NO.2 1,200 1,200 650 625 175 175 480 660 1.500 1,650 1,600,000 1,700.000 580,000 620.000 No2 Non 1.050 575 175 565 1,500 1,600.000 590,000 -Dense No.3andStud 950 550 175 480 1,400 1.400,000 510,000 600 325 175 565 850 1,400,000 510,000 Dense Select Structural Select Structural 2,050 1,100 175 660 1,950 1,900,000 690,000 Non 1,900 1,050 175 555 1,800 1,800,000 660,000 -Dense Select Structural No.1 Dense 1.750 900 175 480 1,700 1,700,000 620,000 No.1 1,350 725 175 660 1,700 1,800,000 660,000 No.1 Non 12' wide 1,250 675 175 565 1,600 1,700,000 620.000 -Dense No.2Dense 1.150 600 175 460 1,500 1,600,000 580,000 No2 1.1550 575 175 660 1,600 1,700,000 620,000 975 550 175 565 1,450 1,600,000 580,000 No.2 Non -Dense No.3 900 525 175 480 1,350 1,400,000 510,000 and Stud 575 325 175 565 825 1.400,000 510,000 IJP , 1 EFT ,•- Temporary Temporary Structures From TabIle 4=3, the sectilon modu[us, S, gor %cln. Wywood is: 0e416 hD3 TABLE 4-3: EFFECTIVE SECTION PROPERTIES FOR PLYWOOD (12 -IN. WIDTHS)" FACE PLIES OF DIFFERENT SPECIES FROM INNER PLIES Sanded PIY- wood, net thick- ness, In. 1/4 94 1/2 4 •3/4 Mini- mum number of layers 11/4 3 3 3 5 5 7 7 7 Effective thick- ness for shear, all grades using exterior glue 0.267. 124n. width, used with face grain parallel to span Area for tension and com- pression, in.2 0.288 0.425 0.817 0.836 0.996 1.307 1.947 2.475 2.884 2.942 3.721 3.854 Moment of inertia in! Effective section modulus S 0.059 0.125 0.236 0.??q Rolling shear constant lb/Q in 2 12 -in. width, used with face grain perpendicular to span Area for tension and com- pression, In? Moment of inertia in! Effective section modulus S in.* Rolling shear constant Ib/Q in.2 Approximate weight, lb 4x8 -ft sheet per sq ft 0.008 0.027 0.077 (1 1 og 2.010 3.088 4.466 5./24 0.423 0.548 , 0.664 0.820 , 8.882 9.883 0.348 0.626 1.240 1.528 2.081 2.651 3.163 3.180 0.001 0.002 0.009 0.027 0.063 0.104 0.185 0.271 0.009 0.023 0.087 0.164 0.285 0.394 0.591 0.744 2.019 3.510 2.752 3.119 4.079 5.078 7.031 8.428 26 35 48 58 70 83 96 106 0.8 1.1 1.5 1.8 2.2 2.6 3.0 3.3 *Use listed S value in bending calculations and use / only -in deflpitoni a • r can be used for all sanded Group I plywoods. IF B -B PLYFORM GRADE bF �� 2:IRUS D SLIGHTLY from March HIGHER5 edition ofF OM REFERENCEFe 4-9 CAN BE USED FOR DESIGN. •. . • • •I • • • • �S:UBF�D, SLIGHTLY VALUES FROM • w, loading of the beam for � •• 1-f•� wide strip of plywood is w= p"' � �� p:s�'= 6001b/lf - 12 in .• . • • • • • • • . .• •. •.•• . 13 Temporary Structures From Table 4-2, the bending stress for plywood is 1545 psi. TABLE 4-2: REPRESENTATIVE BASE DESIGN STRESSES, PSI, NORMAL LOAD DURATION, VISUALLY GRADED DIMENSION LUMBER AT 19 PERCENT MOISTURE, AND PLYWOOD USED WET Derived from recommendations of the American Forest & Paper Association (Reference 4-3) and from recommendations of the American Plywood Association (Reference 4-8). SPECIES AND GRADE Extreme fiber bending stress, F6 Compression 1 to grain, Fri Compression II to grain, Fe Horizontal shear, F„ (1 to grain) Modulus of elasticity, E PLYWOOD SHEATHING USED WET: Plyform B -B, Class 1 (Grade stress level S2) . `1545** Bearingon face: 10 --- 57*** — 1,500,000*** *NOTE: Size adjustments apply to all base bending stresses and compression parallel to the grain except Southern Pine. The size adjustments are already included in Southem Pine bending stresses and, compression parallel to grain (in accordance with Reference 4-3). This makes Southern Pine seem relatively stronger in bending and. -compression . Consult Table 4-2B and Chapter 6 for details of size adjustments. ** Plywood stresses include an experience factor of 1.3 recommended by the American Plywood Association. ***Value for rolling shear in the plane of the plies; see page 6-9 for design formula. Modulus of elasticity may be increased 10 percent if shear deflection is computed separately from bending deflection. t When size adjusted bending stress is less than or equal to 1150 psi, n� moisture adjustment is required. When.size adjusted compression is less than or equal to 750 psi, no moisture adjustment is required. The problem states that the forrrs;rihip i; :'sed only once (single -use form), the bending sere s* mutt be multiplied by an adjustment factor of 1.25 for.stiort r lading. Hence, .. • . •. . . • . •. . •. . the allowable stress ••• •• • ••• . . . . •.• • f =1.2.5••x . •x.•5.•4• •T 1930psi •• • .......... •• •••••...... .......... . • ••• • • 12 BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 RECETV-F;D MAR 27 2015 BY: FBC 20 iv Master Permit No. g4./'/ 561i Sub Permit No. BUILDING 1 ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION 1 RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 12gs C OrSr City: Miami Shores County: Miami Dade Zip: 33/3S Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): �� a ~ � ' /z92 /vg 46 S% Address: Phone#: C3c3) 9-4/2 34' f8 City: /7'I ' 5 8 State: R- Zip: 33/39 Tenant/Lessee Name: Phone#: Email: ,w6i - Q o6G it • Gv�j CONTRACTOR: Company Name: lea e..0/VS/1-V0/10,-) BOO" Address: '2,13 .0/1-• Phone#: (3o9,06• jGjdZ City: h/Auyi 5P4 -/AA State: Zip: 33,44 Qualifier Name: /2-oCv,t-.4-1 0 /2.41-3 .u11 State Certification or Registration #: CG C - /7/2 }ESO Phone#: ops--) 5.7/r'g` oy Certificate of Competency #: DESIGNER: Architect/Engineer: 0f/6/v ve—s' If 01 D'291Phone#: (305-) s3( --e 4/40y Address: 2-g5" /lc 3?- Sr City: State:P - Zip: 37 i 39 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: n Addition n Alteration P1 New ❑ Repair/Replace ❑ Demolition Description of Work: r1GQOZ- Specify color of color thru tile: Submittal Fee $ Permit Fee $ Z 4 Op CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ , rte/ Bond $ IC TOTAL FEE NOW DUE $ IS v (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for•ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this The foregoing inst�L ent was acknowledged before me this , 20 1S , by _ day of ` IWO , 20 l 5 , by I}QbQ,rt- kelt-tint\ , who is personally known to me or who has produced Signature CONTRACTOR day mortk Kricvhsvu as identification and who did take an oath. NOTARY PUBLIC: Sig Print: Seal: ********** i�cc eri� PLarLeltei0. , who is personally known to me or who has produced fl riouDi \ identification and who did take an oath. NOTARY P Si as APPROVED BY (Revised02/24/2014) Notary Public - State of Flori a • My Comm. Expires Sep 6, 2 5 ?= Commission # EE 127954 Bonded Th-euq National Notary A'' AW1113- Plans Examiner Structural Review A PAUL Notary Public - State of Fior My Comm. Expires Sep 6, 20 Commission # EE 127954 Bonded TArou^h National Notar A Zoning Clerk saapaerlw truss syas„ uperlor Truss Systems, Inc 8500 N.W. 58th St Miami, FL 33166 Office: (305) 591-9918 Customer Information: Name: STN BUILDERS Cover Sheet Order # JOB # 15742e Printed: Fri, Mar 6 2015 Contact: Fill in later Office or Home Phone: Cell Phone: Address: City, State, Zip: Fax: • 1 .—J(JIJ 111111.1111101.11411• Description: Region: FREHLING RESIDENCE Invoice Number: Customer P.O. #: Invoice Date: Address: 1285 NE. 95 STREET City, State, Zip: MIAMI SHORES, FL 33138 Payment Terms Fill in later Salesman: Juan Designer: Mario Antonio Loading Information: Roof Loads: TC Live: 1 TC Dead: 30 15 BC Live: BC Dead: Floor Loads: TC Live: TC Dead: BC Live: BC Dead: 0 10 40 15 0 10 Bldg. Code: Wind Std: Wind Speed: Bldg. Type: Wind Exposure: Wind Type: FBC 2010-HVHZ RES ASCE 7-10 175 Residential - CAT II Closed MWFRS Plates: ITW Pages or sheets covered by this seal from: 1 thru 8 Total 8 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Chaper 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per TPI 2007. OSCAR CORRAL P.E. STATE OF FLORIDA REG. NO 12467 - 8500 NW 58 ST, MIAMI, FL 33166 # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO 5 FT1 904860 2 FT1A 905080 3 FT2 905082 4 FT3 FGT1 905192 6 FGT10 905198 7 FGT2 905190 8 FGT3 OPTIMUS STRUCTURAL DESIGN LLC SHOP DRAWING REVIEW REVIEW Review of shop drawings prepared by a ipeci3lty engineer is only of a cursory nature to determine that the submittals have he " 4trnished, and that the submittals have been signed ane sealed by the specialty engineer. 1`lo detailer ••is^,ck of calculations has been performed. A? : 1,-�tailrx1 check of dimensions or quantities ha.' ,-en made. The specialty I engineer signiti, ,rif; .ding the drawings will be solely ret:,�.:1t;.;?,111 for the structural adequacy of the ;:a opt red Designed System. OSD will not bt tvgionsible for any deficiencies created cfilrtot; • e construction by improper design, ert...zion ,...s. IIation or other operations related to the systetn shown wi these drawings. DATE MCI S BY le•'J . Page 1 of 1 905201 905196 15742e FREHLING RESIDENCE FREHLING RESIDENCE FT1 Ply: 1 Qty: 11 Wgt: 114.8 Ibs SEQN: 904860 / FT1 / FLAT FROM: MA DRW: 03/06/15 3,1/2" 3-`1`/ " 4'11-7/8" 3-h/2" 4'8-3/8" =7X8 AB 3X6[8] 9'2" 11'11-1/2" 2'9-1/2" 4'2-1/8" 16' 4'0-1/2" 20'10" 21)1/2" 4'10" 3- / " 1112X4 1112X4 = 6X8 = 7X8 D E F GH Q N2X4 311/2' 3_1, 3-11/2" 4'3" 4'6-1/2" 4'5-1/4" 8'11-3/4" 3X6[9]62 ` 3X6[12] L K 3'2" ` 12'1-3/4" 4'4-7/8" 16'6-5/8" 4X8[16] E2X4 4'3-3/8" 31/,2" 3-[1—" 21'1-1/2" 20'10" T 1 Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1,00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code 1 Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/ RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE Defi/CSI Criteria PP Deflection in loc Udefl L/D VERT(LL): 0.368 E 681 360 VERT(TL): 0.705 E 355 240 HORZ(LL): -0.071 G - HORZ(TL):-0.135 G - Creep Factor: 1.5 MTC CSI: 0.776 Max BC CSI: 0.932 Max Web CSI: 0.727 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates Lumber Top chord 2x4 SP_SS_13B Bot chord 2x4 SP #1-13B :B2 2x4 SP_#1_Dense_13B: Webs 2x4 SP_#3_13B :W2, W9 2x4 SP #1-13B: Lumber grades designated with "136" use design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord JT No Size Shift Bite No [[12] W3X6 2.50 L 1.25 [16] Plate Lateral Chord Size Shift Bite W3X6 2.50 R 1.25 W4X8 3.00 L 1.25 Additional Notes See detail STRBRIBR0211 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 1361 /- /- /- /- H 1361 /- /- /- /- A Min Brg Width Req = 3.0 G Min Brg Width Req = 3.0 Bearings A & G are a rigid surface. / 3.0 / 3.0 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 0 0 B - C 0 -3593 C - D 0 -5002 D - E 0 - 5037 E - F F - G G - H 0 - 5002 0 - 3582 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. N - M 11 M - L 3816 L - K 5037 0 0 0 K - J 3806 0 J - I 11 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. N - B B - M M - C C - L L - D 68 0 3759 0 0 -1079 1523 0 0 -332 E - K K - F F - J J - G G - I 0 1526 0 3747 69 -336 0 - 1078 0 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, instailing,and bracing.Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) Fosafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. i2efer to drawings 160A -Z for standard plate positions. ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, installation and bracing. of, trusses. A seal on this drawing or cover page,listing this drawing, indicates acceptance of prossionai engineering responsibility solely for the design shown. The suitaility and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec,2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsate.org saspsrWr truisms swot. <, a 15742e FREHLING RESIDENCE FREHLING RESIDENCE FT1A Ply: 1 Qty: 11 Wgt: 114.8 lbs SEQN: 905080 / FT1A / FLAT FROM: MA DRW: 03/06/15 3-1/ 3 F' 5'0-1/2" =8X10 AB 4'4" 1112X4 C 7'5-1/4" 2'4-3/4" 11'11-1/2" 16' 3X4[10] ate' — W2 I =6X1 nil 4'3-1/2"I 2'8" 4'7" 7'3" 3 -Er 3-11/2" 4'6-1/4" 1112X4 E 4'0-1/2" =6X8 F 20'10" 211/2" 4'10" 3-11/2" =7X8 GH Q —7112X4 =4X10[12] =5X6[16] 4'8-1/2" 47-5/8" 16'7-1/8" 11'11-1/2" = 2X4 4'2-7/8" 3-1112" 3-1/ " 21'114/2" /2" 20' 10" T sso 1 Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.453 E 553 VERT(TL): 0.868 E 288 HORZ(LL): -0.072 G - HORZ(TL):-0.138 G - Creep Factor: 1.5 f2J88TC CSI: 0.959 Max BC CSI: 0.997 Max Web CSI: 0.822 L/D 360 240 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates Lumber Top chord 2x4 SP_SS_13B Bot chord 2x4 SP_SS_13B Webs 2x4 SP_#3_136 :W2, W9 2x4 SP #1-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord No Size Shift Bite [10] W3X4 2.50 R 1.25 [16] W5X6 4.50 R 1.50 JT No [12] Plate Lateral Size Shift W4X10 S Additional Notes See detail STRBRIBR0211 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. Chord Bite 1.25 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 1361 /- /- /- 1- 1-1 1361 /- /- /- /- A Min Brg Width Req = 3.0 G Min Brg Width Req = 3.0 Bearings A & G are a rigid surface. / 3.0 / 3.0 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D D - E 0 0 0 -4132 0 -4225 0 -5202 E - F F - G G - H 0 - 5202 0 -3554 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. N - M M - L L - K 8 -3 4225 0 4252 0 K - J 3781 0 J - I 12 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. N - B B - M M - C L - D D - K 43 - 32 4314 0 0 -882 4 -339 1270 -19 E - K K - F F - J J - G G - I 0 - 579 1495 0 0 -1091 3717 0 71 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing,and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 510, as applicable. Applplates to each faceof truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping, installation and bracing_ o trusses. A seal on this drawing or cover pagelisting this drawing, indicates acceptance of protessionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org supark r trams= aye, 8 15742e FREHLING RESIDENCE FREHLING RESIDENCE FT2 Ply: 1 Qty: 7 Wgt: 91.0 lbs SEQN: 905082 / FT2 / FLAT FROM: MA DRW: 03/06/15 1 1 5-``1/" 5-11/d" 4'6-1/2" 7'11-1/2" 4X6[1] A 4'1-3/8" 1112X4 B 35 - 12'2-1/8" 1112X4 C 4'2-5/8" i 3X4 D 16'10" 17'1/12" 3-1/Z" 4'7-7/8" 7X8 EF 1113X4 W2 4'1-3/8" 4X6[4] J 3'9-3/4" = 3X4 4'5-3/8" 4X6[9] 2-',a" 2-//3" 4'3-1/2" 8'1-1/4" 12'6-5/8" 1112X4 G 4'3-3/8" 341/,2" 3-1/2" 1 7'1-1/2" 16'10" a�- Loading Criteria (psf) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/ RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.286 C 712 VERT(TL): 0.599 C 340 HORZ(LL): -0.026 E - HORZ(TL):-0.059 E - Creep Factor: 1.5 ME TC CSI: 0.932 Max BC CSI: 0.715 Max Web CSI: 0.598 UD 360 240 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates Lumber Top chord 2x4 SP_#1_Dense_13B Bot chord 2x4 SP_SS_13B Webs 2x4 SP_#3_13B :W2, 1.A/7 2x4 SP #1-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord JT No Size Shift Bite No [1] W4X6 4.25 R 1.25 [ 4] [ 9] W4X6 2.00 L 1.25 Plate Lateral Chord Size Shift Bite W4X6 1.75 R 1.25 Additional Notes See detail STRBRIBR0211 for bracing and bridging recommendations. Truss must be installed as shown with top chord up. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W K 1105 /- 1- /- /- F 1115 /- /- /- /- K Min Brg Width Req = - E Min Brg Width Reg = 3.0 Bearing E is a rigid surface. /- / 3.0 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D 0 -3008 0 - 3081 0 - 3068 D - E E - F 0 -2835 0 0 Maximum Bot Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. K - J J - I 24 -6 I -li 2993 0 3081 0 H- G 6 0 Maximum Web Forces Per PIy (lbs) Webs Tens.Comp. Webs Tens. Comp. A - K A - J J - B C - I 0 -1105 3137 0 0 -697 30 -140 I - D D - H H - E E - G 571 -195 0 -762 2969 0 72 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing. and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections 03, B7 or B10, as applicable. Applplates to each faceoftrussand position as shown above and on the Joint -Details, unless noted otherwise. Defer to drawings 160A -Z for standard plate positions. ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TM 1, or for handling,shipping, installation and bracing of trusses. A seal on this drawing or cover pagelisting this drawing, indicates acceptance of pro-fsstonar engineering responsibility solely for the design shown. The suitaility and use of this drawing for any structure is the responsibi ity of the Building Designer per ANSI/TPI TSec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.orq; SBCA: www.sbcindustry.com; ICC' www.iccsafe.org supsrbr fuss mayo. n 15742e FREHLING RESIDENCE FREHLING RESIDENCE FT3 Ply: 1 Qty: 2 Wgt: 82.6 lbs SEQN: 905201 / FT3 / FLAT FROM: MA DRW: 03/06/15 4-1/8' 3'9-1/4" 4- /8' 3'4-3/8" 5X6[1 A 1112X4 B 6'7" 2'9-3/4" 10'9-5/8" 15'5-1/2" 1112X4 C 4'2-5/8" 3X4 D 4'7-7/8" 3 1FT 7X8 EF LJ 111 X4 4X6[4] ♦� 3'4-5/8" 2-1 1" 2-1/ " 3'6-3/4" 3'2" 6'8-3/4" 3X4 4'5-1/8" 4X6[9) 4'3-5/8" 11'1-7/8" 15'5-1/2" 1112X4 311 " 3-a„ 1 3-1/2" Loading Criteria (psi) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in roc Udefl VERT(LL): 0.234 C 800 VERT(TL): 0.476 C 393 HORZ(LL): -0.022 E - HORZ(TL): -0.048 E - Creep Factor: 1.5 MTC CSI: 0.888 Max BC CSI: 0.949 Max Web CSI: 0.824 UD 360 240 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates Lumber Top chord 2x4 SP #1-13B Bot chord 2x4 SP_#1_Dense_13B Webs 2x4 SP_#3_13B :W2 2x4 SP_#2_N_13B: :W7 2x4 SP #1-13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Lateral Chord No Size Shift Bite [ 1] W5X6 2.00 L 1.50 [ 9] W4X6 2.25 L 1.25 JT No [ 4] Plate Lateral Chord Size Shift Bite W4X6 2.25 R 1.25 Additional Notes Truss must be installed as shown with top chord up. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh / RL /W K 1016 /- 1- 1- /- F 1026 1- 1- l- l - K Min Brg Width Req = - E Min Brg Width Req = 3.0 Bearing E is a rigid surface. I - / 3.0 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D 0 -2434 0 -2502 0 -2493 D - E E - F 0 -2545 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. K - J J - I 14 -7 I- H 2683 0 2502 0 H- G 5 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - K A - J J - B C - I 0 -1041 2596 0 0 -643 49 - 87 I - D D - H H -E E - G 302 -392 0 -663 2666 0 71 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) handling, safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to drawings 160A -Z for standard plate positrons. ITW Buildin_q Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover pagelisting this drawing, indicates acceptance of professional engineering responsibility solelyfor the design shown. The suitaility and use of th drawing for any structure Is the responsibility of the Building Designer er ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org superior truss syr 10 Jm s 8 15742e FREHLING RESIDENCE FREHLING RESIDENCE FGT1 Ply: 3 Qty: 2 Wgt: 453.6 lbs SEQN:905192/FGT1 /FLAT FROM: MA DRW: 03/06/15 7F3/8 4'2-1/8" 7-3/8' 4X8[1] A 3'6-3/4" 3X8 B 9'2" _I 11'11-1/2" I 16' 4'11-7/8" 2'9-1/2" 4'0-1/2" 1112X4 C 1112X4 D 16'8-5/" 20'6-3/8" -5/8 3'9-3/4" 4X10[16] 3X4 E F 21'11-1 /2" 7-1 /8 ' 4X6[181 T co 1 tbNEI W3 { W10 114X4 AI - 3 -L5" 3-1 h" 3-/„ 3'2" 5X8[4] 3'5-1/8" H0706 =3X4 =4X10[12] 3'8-3/8" 11'1 0-3/4" I 3'3-3/4" 7'1-1/2" 9'0-1/4" 12'4" 5'3-1/8" 17'7-1/8" 1 3X8[17] 3'3-1/4" 20'10-3/8" H 1112X4 '� ♦ 3-x/3" 2111-' /2" Loading Criteria TOLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " (psf) Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: Yes FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.361 C 703 VERT(TL): 0.699 C 362 HORZ(LL): 0.064 A - HORZ(TL): 0.124 A - Creep Factor: 1.5 f1IE TC CSI: 0.851 Max BC CSI: 0.953 Max Web CSI: 0.906 UD 360 240 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL /W N 4781 /- /- /- /- H 2139 /- /- /- 1- N Min Brg Width Req = - H Min Brg Width Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D Lumber Top chord 2x4 SP_#2_N_136 Bot chord 2x6 SP_#1_Dense_13B Webs 2x4 SP_#3_13B :W1, W10 2x6 SP_#2_13B: :W2 2x4 SP #1-13B: :W3, W8 2x8 SP_#2_13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 5.75" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 110 plf at 0.00 to 110 plf at 21.13 BC- From 20 plf at 0.00 to 20 plf at 21.13 BC- 4174 Ib Conc. Load at 3.88 Plate Shift Table JT Plate Lateral Chord 'No Size Shift Bite [ 1] W4X8 5.50 R 1.25 [12] W4X10 2.25 L 1.25 [17] W3X8 4.50 R 1.25 Additional Notes Truss must be installed as shown with top chord up. JT Plate Lateral Chord No Size Shift Bite [ 4] W5X8 2.25 R 2.50 [16] W4X10 2.25 R 1.25 [18] W4X6 1.75 R 1.25 Purlins The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 0 -4164 0 -3790 0 -3797 D - E E - F F - G 0 -3773 0 - 3773 0 -1678 Maximum Bot Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. N - M M - L L - K 58 4201 4201 O K - J 3797 0 J - I 1980 O I - H 39 0 0 0 Maximum Web Forces Per PIy (lbs) Webs Tens.Comp. Webs Tens. Comp. A - N A - M M - B B - K K - C 0 -1561 4366 0 0 -119 236 -699 0 -60 D - J J - F F - I I - G G - H 0 1903 0 1743 0 -212 0 -711 0 -664 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) iosafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins/plied per BCSI sections 83, 87 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org supBricer truss syay � m 15742e FREHLING RESIDENCE FREHLING RESIDENCE FGT10 Ply: 2 Qty: 2 Wgt: 238.0 lbs SEQN: 905198 / FGT10 / FLAT FROM: MA DRW: 03/06/15 3-11/?" 3-1/ " 4'9-3/8" =7X8 AB 4'5-7/8" 3X4 C 4'0-5/8" 1112X4 D 12'3-1/2" 3'5-1/2" 1112X4 E 16' 1610" 4111/8" 3'8-1/2" 20'10" 1114X6[17] 3X4 FG 4'5-7/8" 211-1/2" 3J1& „ =7X8 T2 HI 0 311/g'X4 4'1-7/8" 4'5-3/8" 5X8[51 =H0708 =3X4 2'1-1/8" 2'1-3/4 6'6-1/2" 8'8-1/411 1114X6[13] 3'9" 4'2-5/8" 12'5-1/4" 167-7/8" K 64X6[18] 4'2-1/8" 3X'1/2" 3-[1 /-1" 21'1'-1/2" 20'10" 1'4. /2" T o 1 Loading Criteria (psi) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: No FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.315 D 796 VERT(TL): 0.605 D 413 HORZ(LL): -0.057 H - HORZ(TL):-0.110 H Creep Factor: 1.5 MTC CSI: 0.953 Max BC CSI: 0.994 Max Web CSI: 0.801 LJD 360 240 ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates Lumber Top chord 2x4 SP_#1_Dense_13B :T2 2x4 SP_SS_13B: Bot chord 2x6 SP_SS_13B :B2 2x6 SP_#1_Dense_13B: Webs 2x4 SP #3 13B :W2 2x4 SP 41-136: :W9 2x4 SP_#2_N_13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 110 plf at 0.00 to 110 plf at 21.13 BC- From 20 plf at 0.58 to 20 plf at 20.54 BC- 1406 Ib Conc. Load at 5.38 Plate Shift Table JT Plate Lateral Chord JT "No Size Shift Bite No [ 5] W5X8 S 1.50 [13) [17] W4X6 S 1.50 [18] Additional Notes Truss must be installed as shown with top chord up. Plate Lateral Chord Size Shift Bite W4X6 S 1.50 W4X6 2.75 L 1.25 ,Purlins The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 2414 /- /- /- /- 1 1715 /- /- /- /- A Min Brg Width Req = 3.0 H Min Brg Width Req = 3.0 Bearings A & H are a rigid surface. / 3.0 / 3.0 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B B - C C - D D - E 0 0 0 -3638 0 -3990 0 -4000 E - F F - G G - H H - I 0 - 3971 0 -3971 0 -2315 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. P -O O -N N - M 26 3741 3741 0 0 0 M - L L - K K - J 4000 2492 25 0 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. P - B B -O O -C C - M M - D 28 0 3782 0 0 -467 657 -87 0 -104 E - L L - G G - K K - H H - J 0 1682 0 2397 66 -264 0 -805 0 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCS1.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riqid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates o each face of truss and position as shown above and on the Join Details, unless noted otherwise. f?efer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall ,not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSII 1, or for handling,shipping, nstallation and bracing of, trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of prossionatt engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Bui ding Designer per ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www4pinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org saaparrfor *rum= sayaV \4 15742e FREHLING RESIDENCE FREHLING RESIDENCE FGT2 Ply: 2 Qty: 2 Wgt: 224.0 Ibs SEQN: 905190 / FGT2 / FLAT FROM: MA DRW: .. / ... 03/06/15 71/2" 3'7-7/8" 6'7-13/16" 8'10-3/16" 11'10-1/8" 14'10-1/2" 5'6" I I 7-1/2"I 3'0-3/8" I 2'11-15/16" I 2'2-3/8" 2'11-15/16" 3'0-3/8" 7L1/2"I 4X10[3]'-- 4X6[7] 1112X4, 1112X4 =4X6[12] =4X10[15] AB C D E F GH 1 in TF -o \, W2 W1 W4 W1O - P 113X4 =4X10[6] , =4X6[8 =4X6[11] ' =X10[131 „ 1113XAI4 2'10-5/8" 3 3 11 /16" 2'6-3/8" 133-11/16" 11 /16" I 2' 10-5/8 {/2 3q3'2-1/8" 3- I I 6'5-13/16" 9'0-3/16" 12'3-7/8" 15'2-1/2" 3 /2„ 15'6„ Loading Criteria (psf) Wind Criteria NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Deft/CSI Criteria PP Deflection in loc Udefl UD • Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Wind Std: Speed: NA mph Enclosure: NA Category: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA VERT(LL): 0.235 D 785 360 VERT(TL): 0.455 D 405 240 HORZ(LL): 0.045 A - - p 4173 / - / - / 0 / - / - I 4173 / - / - / 0 / - / - P Min Brg Width Req = - J Min Brg Width Req = - Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 EXP: NA Mean Height: NA ft TCDL: NA psf NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 HORZ(TL): 0.086 A - - Creep Factor: 1.5 MfiSTC CSI: 0.988 Max BC CSI: 0.788 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. Load Duration: 1.00 Spacing: 24.0 " BCDL: psf MWFRS Parallel Dist: NA Rep Factors Used: No Max Web CS!: 0.899 A - B 0 0 E - F 0 -6417 C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE ITWVIEW Ver: 13.01.05.0724.23 ITW Connector Plates B - C 0 -4479 F - G 0 -4479 C - D 0 -6417 G - H 0 0 D - E 0 -6431 Lumber Additional Notes Top chord 2x4 SP SS 13B Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x6 SP SS 13B Webs 2x4 SP #3 13B :W1, W10 2x6 SP_#2_13B: P - 0 0 0 L - K 4696 0 :W2, W9 2x4 SP #1-13B: :W4, W7 2x4 SP_#2_N_13B: 0 - N 84 0 K - J 84 0 Lumber grades designated with "13B" use design N - M 4696 0 J - I 0 0 values approved 1/30/2013 by ALSC M - L 6431 0 Nailnote Maximum Web Forces Per Ply (lbs) Nail Schedule:0.128"x3", min. nails Webs Tens.Comp. Webs Tens. Comp. Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 5.00" o.c. B - 0 0 -1839 E - L 0 -185 Webs : 1 Row @ 4" o.c. B - N 4720 0 L - F 2072 0 Use equal spacing between rows and stagger nails N - C 0 -983 F - K 0 983 in each row to avoid splitting. C - M 2072 0 K - G 4720 0 M - D 0 -185 G - J 0 -1839 Special Loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 110 plf at 0.00 to 110 plf at 15.50 BC- From 20 plf at 0.00 to 20 pif at 1.00 BC- From 489 pif at 1.00 to 489 plf at 14.50 BC- From 20 plf at 14.50 to 20 plf at 15.50 Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord • No Size Shift Bite No Size Shift Bite [ 3] W4X10 3.75 L 1.25 [ 6] W4X10 2.75 R 1.75 [ 7] W4X6 S 1.25 [ 8] W4X6 2.75 R 1.50 _[13) W4X10 2.75 L 1.75 [15) W4X10 3.75 R 1.25 Purlins The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, installing.and bracing.Refer to and follow the latest edition of BCSI (Building armor trus.. Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary SuP ry bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 3 BCSI 83, B7 or B10, ^ attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per sections as applicable. Applplates to each face of truss and position as shown above and on the JointfDetails, unless noted otherwise. f`Zefer to 117 _->v/Ka.�' m drawings 160A -Z for standard plate positions. , iAi�•.';:g:-•---`7,' � - i� ITW BuildingComponents Group Inc. shall pot be responsible for any deviation from this drawing,any failure to build the truss in conformance e with ANSI/ PI 1, or for handling shipping, installation and bracingof trusses. A seal on this drawing or cover pa elisting this drawing, ssionen engineering res onsibility solely for the design shown. The suitability and use of this indicates acceptance of protear drawing for any structure is the responsibiulity of the Building Designer per ANSI/TPI 19Sec.2. • b ITWBCG itwbc mom TPS tninst ora. SBCA: www.sbcindustrv.com: ICC: www.iccsafe.org or more information see this lob s general notes page and these we sites. .www. g. 15742e FREHLING RESIDENCE FREHLING RESIDENCE FGT3 Ply: 1 Qty: 1 Wgt: 40.6 lbs SEQN: 905196 / FGT3 / FLA FROM: MA DRW: 03/06/15 co A X6[1] 2 4' 2' 2' 1112X4 B 6' III C4 2' 4X6[8] D W2 W H 1113X4 1'9-1/4" • 1'9-1/4" G = 4X6[4] 2'5-1/2" 4'2-3/4" F 4X6[7] 1'9-1/4" 6' E 1113X4 Loading Criteria (est) TCLL: 40.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 65.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C&C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Snow Criteria (Pg,Pr in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2010-HVHZ TPI Std: 2007 Rep Factors Used: No FT/RT: 20.0%(0.0%)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl VERT(LL): 0.022 B 999 VERT(TL): 0.048 B 999 HORZ(LL): 0.007 A - HORZ(TL): 0.020 A - Creep Factor: 1.5 MEETC CSI: 0.930 Max BC CSI: 0.804 Max Web CSI: 0.685 L/D 360 240 ITWVIEW Ver: 13.01.05.0724 ITW Connector Plates .23 Lumber Top chord 2x4 SP_#3_13B Bot chord 2x6 SP_#2_136 Webs 2x4 SP_#3_138 :W2, W5 2x4 SP_#2_N_13B: Lumber grades designated with "13B" use design values approved 1/30/2013 by ALSC Special Loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC- From 110 plf at 0.00 to 110 plf at 6.00 BC- From 20 plf at 0.00 to 20 plf at 6.00 BC- 1016 ib Conc. Load at 2.00, 4.00 Plate Shift Table JT Plate Lateral Chord JT No Size Shift Bite No [ 1) W4X6 S 1.25 [ 4] [ 7] W4X6 2.00 L 2.00 [ 8] Plate Lateral Chord Size Shift Bite W4X6 2.00 R 2.00 W4X6 S 1.25 Purlins The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. ♦ Maximum Reactions (lbs) Loc R / U / Rw / Rh / RL / W H 1406 /- /- /- /- E 1406 /- /- /- /- H Min Brg Width Req = - E Min Brg Width Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp, A - B 0 -1780 C - D 0 -1780 B - C 0 -1804 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. H - G 9 0 G - F 1804 0 F - E 9 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A - H A - G G - B 0 -1345 2158 0 0 -220 C - F F - D D - E 0 -220 2158 0 0 -1345 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates o each face, of truss and position as shown above and on the Join Details, unless noted otherwise. (tefer to drawings 160A -Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling' shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of protessionar engineering responsibility solely for the design shown. The suitability an use of this drawing for any structure is the responsiblity of the Building Designer pier ANSI/TPI T Sec.2. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq sspsrbr truss syr ^ ap EVALUATION REPORT Report Number: Originally Issued: Revised: Valid Through: DIVISION: 06 --WOOD AND PLASTICS SESCTIO: 06090 --Wood and Plastics Fastenings REPORT HOLDER: ILLINOIS TOOL WORKS BUILDING COMPONENTS GROUP, INC. 2400=LAKE ORANGE DRIVE, SUITE 150 ORLANDO, FLORIDA 32837 (800) 521-9790 www.itwbcghardware.com EVALUATION SUBJECT: ITW BCG CONSTRUCTION HARDWARE HANGERS AND ANCHORS 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: • 2009 International Building Code® (IBC) • 2009 International Residential Code® (IRC) • 2006 International- Building Code® (IBC) • 2006 International Residential Code® (IRC) 1.2 Evaluated in accordance with: • ICC -ES AC 13, approved October 2010 Property evaluated: • Structural 2.0 USES ITW BCG Construction Hardware Hangers and Anchors are used for connecting wood members together in accordance with Section 2304.9.3 of the IBC. Products may be used in structures regulated under the IRC when design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Product information: 3.1.1 AGUS Joist Hanger Series: The AGUS joist hanger series is manufactured to support metal plate connected trusses and framing members made of 0179 01/2011 1/16/2014 01/2015 solid sawn or structural composite lumber. Hangers are available in heights ranging from 5.25" to 7". Clear seat widths of 3.4375", 3.625" and 5" are available to accommodate single and multi -ply supported members of various thicknesses. The seat depth of the hangers is 4.25". For AGUS joist hanger series reference Table 1 and Figure 1 of this report for product dimensions, fastener schedule, wood species, allowable loads, and typical installations. 3.1.2 AHU Joist Hanger Series: The AHU hanger series is manufactured to support metal plate connected trusses and framing members made of solid sawn or structural composite lumber. Hangers are available in heights ranging from 5.5" to 8.5". Clear seat widths of 1.5625", 3.4375" and 3.5625" are available to accommodate single and multi -ply: supported members of various thicknesses. The seat depth of the hangers is 2.75". For AHU joist hanger series reference Table 2 and Figure 2 of this report for product dimensions, fastener schedule, wood species, allowable loads, and typical installations. 3.1.3 FA Anchor Series: The FA anchor series' is manufactured to attach metal plate connectecl. trusses, framing and wall members, made:'ofsolid' sawn or structural composite lumber. The' 4FA1 Anchor has a 4.71875" overall height with 115625" flanges. The FA2 Anchor has a :2:359375' overall height with 1.5625" flanges. The FA.1 -and FA2 anchors are used in pairs with onexarchorapplied,to each face of the supported truss or joist member and attached to the face of the supporting; member. The FA1 and FA2 anchors are used singularly or in pairs to attach stud, joist or truss members -to wall plates. The anchors resist vertical load and lateral load applied perpendicular to the supported stud, truss or joist member, and thrust load applied perpendicular to the wall plate. For FA anchor series reference Table 3 and Figure 3 of this report for product dimensions, fastener schedule, wood species, allowable loads, and typical installations, 3.1.4 LTH Joist Hanger Series: The LTH hanger series is manufactured to support metal plate connected trusses and framing members made of solid sawn or structural composite lumber. Hangers are available in heights of 3.125", 4.75"and 6.6875" Page 1 of 12 Copyright 0 2014 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the Unted States. No part of this publication may be reproduced, stored in an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording, or athem/ise, without the prior written permission of the publisher. Ph: 1-877-4IESRPT • Fat: 909.472.4171 • Web: www.ianmoes.orq • 5001 East Philadelphia Street • Ontario, California 91781-2816 —USA nmo`a"mnn"'w. Product Name Total Supported Breadth (in.) Prcduct Gauge Hanger Dimension AHU Series Spruce -Pine Fir (0.42 Specific Gravity) Clear Width lin.) Werag Height lin.) Overall Depth (in.) Common Nal Type Fasteners foist Size AHU26 At1U28 AHU210 AHU26-2 AHU46 1.5 1.5 1.5 3 3.5 18 28 18 I8 18 15625 1.5(325 1.5625 3.4375 3.5625 5.5 b.5 8.5 5.5 5.5 2.75 2.15 2.75 2.75 2.75 0148"x1.5" U 148"x1.5" 0.148"x1.5" 0 148"x3.0" D.148"x3.0" Joist Qeantity Product Name Total ssuppu(ted Breadth, (in.) Product Gauge Hanger Dimension Uear Width (in.) AHU26 AHU28 AHU210 AHU26-2 AHU46 Product Name AHU26 AHU28 AHU210 AHU26-2 AHU46 1.5 1.5 1.5 3 3.5 Total Supported Breadth (in.) 1.5 1.5 1.5 3 3.5 18 18 18 12, 18 Product Gauge 18 18 18 18 18 1.5625 1.5625 1.5625 3.4375 3.5625 Overall Height lin.) 5.5 6.5 8.5 5.5 5.5 Overall Depth (in.) 2.75 2.75 2.75 2.75 2.75 Hanger Dimension 8 12 16 8 8 Header She 0.162"0.5" U.lb2"x3.5" 0.162'x3.5" 0.162"x3.5" 0.162"x3.5" Allowable Downward Load (Ibs.) Header Quantity Doagla5Fir-Larch [0.50 Specific Gravity) Common Nal Type Fasteners foist Size D 148"x1.5" 0148"x1.5" 0.148"x1.5' 0.148"x3.0" 0148"x3.0" Joist QLantity 8 12 16 8 8 Header Size 0.162"x3.5" 0.162"x3.5" 0.162"x3.5" 0.162'x3.5" 0.162%3.5" Southern Pine (0.55 Specific Gravity) 24 14 24 24 24 Header Quantity Common Nal Type Fasteners clear Width (in.) 1.5625 1.5625 1.5625 3.4375 3.5625 CIJPrali Height [in.) 5.5 6.5 8.5 5.5 5.5 r)vPrif Depth (in.) 2.75 2.75 2.75 2.75 Joist Size 0148"x1.5' 0.148"x15° 0.148"x1.5" 0 148"x3.0' 2.75 0.1485x3.0" Joist Qi'antity 8 12 16 8 8 Header Size 0.162"x3.5" 0.162"x3.5" 0.162"x3.5" 0.162"x3.5" 0.162"x3.5'' 24 24 24 24 24 Header Quantity 24 24 24 24 Load Duration Factor 1 2555 2830 2830 2830 2830 1.15 2685 315U 3320 3320 3320 1.25 27E5 321U 3610 3350 3350 1.6 3)50 3595 4345 3350 3350 Allowable Downward Load (Ibs.) Load Duration Factor 1 3350 3355 3355 3350 3350 1.15 5350 3870 3870 3350 3350 1.25 3350 4210 4220 3350 3350 1.6 3350 4375 5385 3350 Allowable Upward Load (Ibs.) Load Duration Factor 1 810 1215 1620 810 1.15 930 1595 1160 930 1.25 1010 15213 2025 1010 1.5 1290 1945 2590 1290 810 930 1010 1290 Allowable Upward Load (Ibs.) Load Duration Factor 1 945 1415 1885 945 1.15 1085 1E25 2170 1085 1.25 1180 1770 2355 1180 1.5 1290 2050 3015 1290 3350 945 1985 1180 1290 Allowab a Downward Load (lbs.) Load Duration Factor 1 3350 3655 3655 3350 1.15 3350 2.095 4200 3350 1.25 3350 4250 45E5 3350 1.6 3350 4375 5505 3350 Allowable Upward Load (Ibs.) Load Duration Fector 1 1025 1535 2045 1025 115 1175 1765 2550 1175 1.25 1280 1915 2555 1280 1.5 1290 2060 3270 1290 3350 3350 3350 3350 1025 1175 1280 1290 :46noi4l PIMA Xi 19 O 9) ca, C F!' � CC C w Z " O O OA . A tD 1HO ESR -2929 1 Most Widely Accepted and Trusted pos., V Page 7 of 28 S.6 147S5LiR1 FIGURE 1—S, SSRIL. AND MSRIL SERIES FACE MOUNT JOIST H TABLE 2—E SERIES FACE MOUNT JOIST HANGERS' MODEL NO: JOIST SIZE(S) (Nominal) HANGER DIMENSIONS (in.) (See Figure 2) FASTENERS3 (Quantity -Type) GERS Flange Seat Seat Hanger Width Depth Width Height Header Joist (A) (D) (W) (H) 11/2 19/16 3 4-10d 2-10dx11/2 450 520 565 250 E24 2x4, 2x6 1 19 ' 670 780 850 500 E26 2x6, x8, x10 11/8 11/2 19/16 43/4 6-10d 4-10dx1 /2 E28 2x8, x10, x12 11/8 11/2 18/16 61/4 8-10d 6-10dx11/2 895 1,300 1,415 ' 750 1 11/2 19/16 713/16 10-10d 6-10dx11/2 1,120 1,560 1,695 750 E210 2x10, x12, x14 1 /e 250 ' 11/2 18/16 3 4-16d 2-10dx11/2 535 620 675 E24(16) 2x4, 2x6 1 /6 E26(16) 2x6 x8, x10 11/6 11/2 18/16 43/4 6-16d 4-10dx11/2 805 1,240 1,350 500 11/2 19/16 61/4 •.8-16d 6-10dx11/2 1,070 2,175 2,365 750 E28(16) 2x8, x10, x12 1'/8 1,340 2,485 2;700 750 E210(16) 2x10, x12, x14 11/8 11/2 19/18 713/16 10-16d 6-10dx11/2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The E series hangers provide a torsional resistance for the joist depths noted in table, where torsional resistance is definedas a moment of not less than 75 pounds (334 N) times.the depth of the joist at which the lateral movement of the top orbottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). (The E series hangers with a (16) at the end of the model designation refers to hanger installation using 16d common nails to the header. 'Fasteners must comply with Section 3.24.3 of this report. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reducedwhen other load durations govern. ALLOWABLE LOADS (lbs) Download I Uplift4 Co= 1.0 1 Co=1.151 CD. 1.25 Co= 1.6 I -o--( FIGURE 2—E SERIES FACE MOUNT JOIST HANGER Meter to Table 2) FIGURE 3B—i.SS SERIES JOIST HANGER (Refer to Table 3) AlI FIGURE 3A—LS SERIES JOIST HANGER (Refer to Table 3) 00%) 3/16' HOLE FOR 150 NAIL SUPERIOR TRUSS SYSTEMS, INC. welded steel hanger (steel fy 36ksi) WELDING SHALL BE IN ACCORDANCE WITH AWF, USE WELDING ELECTRODE SERIES E-70 9/16' SQ HOLE FOR X" o CA BOLT INDICATES No.4 (H NGER) & 4A(SPECIAL) (Elevation 0 0 --1 o 2x6 SYP BLOCKING CUT TO FlT OVER T.C. MAY BE REQUIRED 3/16" HOLE FOR 16D NAIL 4" 9/16" SQ HOLE FOR li' p CARR BOLT INDICATES 1/4" E-70� r„--(TYP. ALL Nos) %6.p INDICATES 1/4" E-70 Side view (HANGBiS No. 4 OR No. 6 3/16' HOLE FOR 160 NAIL /16" SQ HOLE FOR Vigo CARR. BOLT • boLm') INDICATES 3/B" E-70 N /o o 4.' 2x6 SYP 1 TO FIT I MAY BE 17-- 1 1 / F f 0 N o qYI + ` G G N d i 0;1 c. i ' /ow // 2 Y4" 2 2 Y4' 0 _1 i44. G F n� 0 -'Ll/1C1L iz/1&rn i r 6 No.&A (HANGER) (Flevntinn) INDICATES 3/6" E-70 04 / eBLOCKING R A/ 2)4"1t 2x6 SYP 1 TO FIT I MAY BE 17-- 1 1 / % Aer I qYI + I 3/1 HOLE F01 16D NAIL I . i 0;1 c. i ' /ow // I0 //i//./// 8" SJdnr vier it (HANGERS No. &A) (Elevation) 3/16" HOLE F3R 150 NAIII CUT 04ER T.C. EQUIRED 9/16" SO HOLE FOR X' % CARR BO T IND 3/8' 4TES -70 G,FZlri),ER olts or 'Uplift (typ) (TYP. All Nos.) N 2 2- N N .t N Y _ HX/IlIXtIX . A WI "I 6 )�t` co 36- No.10 (HANGER) (Elevation) CAPACITY IS ASSUMED BEARING PARALLEL TO GRAIN ON SOUTHERN PINE_?/99 BOLTS,: MEMBERS MINIMUM, 4'�Z.1, 1b5QL5 PER BOLT, SINGLE SHEAR (C67O LBL TO GRAIN) AND.235o LB DOUBLE SI TEAR (1420 LB.LTO GRAIN) ALSO 113 LB PER EACH 16d NAIL. CALCULATION FOR SPECIAL HANGER Gravity Load U FLift No..4 No. 6 [(4- bolts x 78011) -4- (2 -nails x 11311)] x 1.00 = 3,346?! [(6- bolts x 780 11) + (2 -nails x 113# ) ] x 1.00 = 4,9061? No.4 No.6 [(1 -holt x 1000#) + (2 -bolts x 1570#) + (4 -nails x 113)] x 1.00-.4,592# [(1 -bolt x 1000n) +(2 -bolts x 1570#) + (4 -nails x 113)) x 1.00= 4,592# 1 -bolt x 1420 (I) + (2 -bolts x2,1,5040+ (4 -nails x 113)) x 1.00= 6,wii1 �V 31%JNob No.10 [(% bolts xl(:,50,#)+(2-nails x 113/1)1 x 1.00- 91301,6# Nog4 [( No.12 [(10- bolts x 780 11) + (2 -nails x 113#)] x 1.00= 8,02611 [(12- bolts x 78010+ (2 -nails x 113#)] x 1.00= 9,5861? No.10 ((1 -bolt x 10x1(11)+ (2 -bolts x 1570#) +(•-nails x 113)] x 1.00= 4,592 No. 12 [(1-boltx 1(100#) + (2 -bolts x 1570#) + (4 -nails x 113)] x 1.00=4,592# Bv: Oscar C:nrrnl P_F_ — 1 ir.ansi $ 1 '2 4 R7 M n w RR Rt__ Min mi_ Fl_ ?A1 RR ni /17/ns A R N I N G Bi GENERAL i BCSI-B1 SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSES Spans over 60' may require complex 'ermanent bracing. Please always consult a Re istered Desi n Professional. B1 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI- B3*** for more information. All other permanent bracing design is the responsibility of the building designer. NOTAS GENERALES Los trusses no estan marcados de ningfin modo que identifique la frecuencia o localizacidn de restriccidn lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalacidn, restriccidn y arriostre temporal de los trusses. Vea el folleto BCSI - Gula de Buena Practica para el Manejo. Instalacidn. Restriction y Arriostre de los Trusses de Madera Conectados con Places de Metal*** para informacidn mos detallada. Los dibujos de diseno de los trusses pueden especificar las localizaciones de restriccidn lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen SCSI -83*** para mos informacidn. El resto de los disefios de arriostres permanentes son /a responsabilidad del disefiador del edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacidn, restriccidn y arrisotre incorrecto puede ser la caida de la estructura o eon peor, heridos o muertos. A=MCA Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. r Qi 9 Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dello a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. ACaNIICDRI Use special care in windy weather or near power lines and airports. i1r-��rA i,,....1... HANDLING - MANEJO NOTICE Avoid lateral bending. Evite /a Flexion lateral. NOTICE The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra )iso para prevenir el daft. Spreader bar for truss Utilice cuidado especial en Bias ventosos o cerca de cables electricos o de aeropuertos. El Use proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improviser. El Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega trega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de /a pile 09 de los trusses a 8 hasta 10 pies en centro (o.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. m DO NOT store unbraced bundles upright. NO almacene verticalmente los trusses sueltos. DO NOT store on uneven ground. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES m DONT overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede user un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45) Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45) AWARNING Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. WI Place truss bundles in stable position. Puse paquetes de trusses en una posicidn estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dano al truss. Tagline Toe -in Toe -in Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline Approx. 1/2 - trusslength TRUSSES UP TO 30' (9,1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or stiffback mid -height Tagline Attach 10' (3m) o.c. max. %- BOOM /II/III/Ilii\, Spreader bar 2/3 to 3/4 truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) f- TRUSSES HASTA Y SOBRE 60 PIES -� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de gn)a hasta que la restriccidn lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO El Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. 4- Trusses up to 20' -> (6.1 m) Trusses hasta 20 pies 0 Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES Li 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instate los prdximos 4 trusses con restriccidn lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los planos de los miembros secundarius para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses este', instalados. NOTICE Refer to BCSI-B2*** for more information. Vea el resumen SCSI -82*** para mos informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES El This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCI -s) 3x2 y 4x2. Vea /a parte superior de /a columna para la restriccidn y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m)- 60' (18.3 m) 6'(1.8 m)o.c.max. 60' (18.3 m) - 80' (24.4 m)* 4'(1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consu/te a un Professional Registrado de Disefio para trusses mas de 60 pies. 0 See BCSI-B2*** for TCTLR options. Vea el SCSI -S2*** para /as opciones de NOTICE Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ reinforcement information. Para informacidn sobre restriccidn/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B Note: Ground bracing not shown for clarity. Truss attachment El Repeat diagonal braces for each set of 4 trusses. required at support) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROSSECUNDARIOS TCTLR. -'..11°11'411111W 45. 10" or NOTICE LATERAL. RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! , Diagonal bracing CLR splice reinforcement Truss Member E Trusses up to 30' .. (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL I NOTICE Refer to BCSs *** for more information. Vea el resumen SCSI -82*** para mas informacidn. E✓ Locateround braces for first truss directlyin line 9 with all rows of top temporary chord tem ora lateral restraint table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las files de restriccidn lateral temporal de la cuerda superior (vea la tabla en la prdxima columna). 0 DO NOT walk on unbraced trusses. NO camine en trusses sueltos. DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado a la armadura y voladizos. -7Top Chord Temporary Latehl Restraint (TC'LR) f/ II, 11101 2x4 min. s �\f Brace first truss securely before F erection of additional trusses. i 10' 3m -15' 4.6 mmax. Same spacing as bottom chord lateral restraint Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM GHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce ment. Bottom chords Minimum 2' 2x Scab block centered over splice. Attach to CLR with minimum 8-16d (0.135x3.5") nails each side of splice or as specified by the Building Designer. SECTION A -A 10' (3 m) - 15' (4.6 m) max. Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to BCSI-B7*** for more information. Vea el resumen BCSI-B7*** para mos informacidn. 10' 3 m) or 15'(4.6 m)* Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' (9.1 m) max. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. tor 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION [✓f Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. -<- Length --► Max. Bow Max. B wo "0-- Length -► Max. Bow / Length RI Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max CONSTRUCTION LOADING CARGA DE CONSTRUCCION O DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccidn hasta que todas las restric- clones laterales y los arriostres ester colocados en forma apropiada y Segura. Out -of Plumb 0/50 0 (ft.) Out -of -Plane Max. Bow Truss Length 3/4" (19 mm) 12.5' (3.8 m) 1/4" (6 mm) 1' (0.3 m) 7/8" (22 mm) 14.6' (4.5 m) 1/2" (13 mm) 2' (0.6 m) (25 mm) 16.7' (5.1 m) 3/4" (19 mm) 3' (0.9 m) 1-1/8" (29 mm) 18.8' (5.7 m) 1" (25 mm) 4' (1.2 m) 1-1/4" (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.O m) 1-1/2" (38 mm) 6' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) 1-3/4" (45 mm) 7' (2.1 m) 1-3/4" (45 mm) 29.2' (8.9 m) (51 mm) a8' (5_2 4 m) (51 mm) (10.1 m) • DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de montdn. Vea el resumen SCSI -B4*** para mas informacidn. Maximum Sta k Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8"(203 mm) Clay Tile 3-4 tiles high m NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de la luz, en cantilevers o aleros. m DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuates. 10 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. El Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES /_ ,I NOTICE Refer to BCSI-B5.*** Vea el resumen BCSI-B5. **5 Truss bracing not shown fo clarity. O DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del disefio del truss. NOTICE Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccidn o han sido alterados sin la autor- izacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantfa limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. eg 9 To view a non -printing PDF of this document, visit sbcindustry.com/b1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (11 applicable) are professionals with the capability to undertake the work theyhave agreed to do on anygiven project. If the contractor believes it needs P Pa H 9 P 1 assistance in some aspect the construction project,ta should seek construction from a competentmployparty. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not Intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBC WOOD T INS COUNCR 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/663-1010 • tpinst.org iADVERTENCIA! HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO, INSTALACION, RESTRICCION Y ARRIOSTRE DE LOS TRUSSES Vanos mas de 60 pies pueden requerir arriostre permanente complejo. Por favor, siempre consulte a un Profesional Registrado de Diseno. TCGI TECH CONSTRUCTION GROUP, INC. September 28, 2015 Miami Shores Village Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 RE Permit No: RF 14-564 In response to the comments from your review of 9-15-15 see below. 1. Provide description of work and job value for the scope of work. a. The detail shows wood framing for decorative trellis members in lieu of concrete members originally shown in plans. See detail 1/A-1.02, revision 4, as marked on plans attached. b. Value of work is equal to or less than the cost of the original details. c. Scope of work: Overhangs at north, west and south of the house as noted on attached sheet. 2. Provide revise sheets of the original plans showing the location of the work area and provide details and specifications. Reflect changes on all affected sheets. a. See attached revised A-1.02 signed and sealed (2) copies. 3. Building and structural review will be completed once the working drawings are provided. a. Please notify as soon as the review is complete and if any additional information is required. Please itact myself or my office if any additional information is needed. Tha C. . : Sanabria Project Manager 284 Westward Drive, Miami Springs, FL 33166 T: 305 863 1902 F: 305 863 1709 www.techconstructiongroup.com 2X2 PRESSURE TREATED FRAMING SECURED WITH #10 2 h" DECKMATE EXTERIOR WOOD SCREW. -- '"" 2X2 PRESSURE TREATED WOOD, SECURED TO CONCRETE WITH WX3 3/a" TAPCON CONCRETE ANCHORS AT 8" O.C. REAR CANOPY DETAIL - PLAN SK05 SCALE: 11/2"= 1'-0" METAL LATH SMOOTH STUCCO LIQUID APPLIED MEMBRANE 1 /z" DENSGLASS SHIELD AND SECURED WITH #8 1 5/8" DECKMATE EXTERIOR WOOD SCREWAT 8" O.C. ,O' FD i.1-PT1 1:G.Vllit3(.rn BY DATE CU",11�I IANC!- W11I I ALL FLDLRAL I ri ;l r AJD P1...TVflNS 2 SMOOTH STUCCO METAL LATH 2X2 PRESSURE TREATED FRAMING SECURED WITH #10 2'/z" DECKMATE EXTERIOR WOOD SCREW. LIQUID APPLIED MEMBRANE W DENSGLASS SHIELD AND SECURED WITH #8 1 5/8" DECKMATE EXTERIOR WOOD SCREWAT 8" O.C. REAR CANOPY DETAIL - SECTION SCALE: 11/2"= 1'-0" SEP 1 5 2015 \— SMOOTH STUCCO REAR CANOPY DETAIL - SECTION SCALE: 11/2"= 1'-0" METAL LATH 2X2 PRESURE TREATED WOOD, SECURED TO CONCRETE WITH %"X3'/4" TAPCON CONCRETE ANCHORS AT 8" 0.C. 2X2 PRESSURE TREATED FRAMING SECURED WITH #10 2'/z" DECKMATE EXTERIOR WOOD SCREW. LIQUID APPLIED MEMBRANE /z" DENSGLASS SHIELD AND SECURED - WITH #8 1 5/8" DECKMATE EXTERIOR WOOD SCREWAT 8" O.C. FREHLING RESIDENCE OPPENHEIM ARCHITECTURE. DESIGN OWNER #Site Full Address 245 NE 37" STREET, SUITE 102 MIAMI, FLORIDA 33137 P. 305.576.8404 F. 306.576.8433 252 BAL SAY DRIVE, LLC 720 HARRISON STREET, PH -8, HOLLY WOOD, FL 33020 DATE SENT: 9/11/15 SCALE: 1 1/2 1'-0' CHECK ONE: LJ REVISE AND RESUBMIT n APPROVED AS NOTED APPROVED BY: DATE: PROJECT 8: 1317 ® OPPENMEIM 2013 REAR CANOPY DETAIL SK -05