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RC-07-20-1631, 9333 N Miami Ave (5)Miami Shores Village 0,", \ � I ISl BUILDING PERMIT APPLICATION Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PRONE NUMBER: (305) 762-4949 MN BUILDING ❑ ELECTRIC ❑ ROOFING Master Permit No. &.-"y:1' z% ' 143 J Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9333 North Miami Avenue City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11 -3206-013-0350 Is the Building Historically Designated: Yes NO X Occupancy Type: R-3 Load: Construction Type: III Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Patricia N. Penicheiro Phone#: 916-796-5773 Address: 9333 N. Miami Avenue City: Miami Shores State: FL Zip: 33150 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: CDS2, Corp Phone#: 786-218-5335 Address. 333 SE 2nd Avenue, Suite 2000 City: Miami State: FL Zip: 33131 Qualifier Name: Wesley A. Castellanos Phone#: 786-218-5335 State Certification or Registration #: CGC1523930 Certificate of Competency #: DESIGNER: Architect/Engineer: Wesley A. Castellanos Phone#: 786-218-5335 Address: 7300 Biscayne Blvd. Suite 200 City: Miami State: FL Zip: 33138 Value of Work for this Permit: $ E1� � Square/linear Footage of Work: 1,11 Os.f. Type of Work: 0 Addition M Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Existing Family Room under Demolition Permit (Demo 09-19-2239) to be expanded (106 s.f. - New Construction) for new square floor plan. New outdoor loggia (213 s.f. New Constructiuon) The existing office and bathroom to be renovated (791 s.f. Renovation) Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary Technology Fee $ Training/Education fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address Zip 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. the absence of such posted notice, the inspection will -not _be approved and a r�inspection fee will be charged. Signature l'L /J Signature OWNER or AGENT CONTRACTOR The foregoing instrument 1was acknowledged before me this 'Z day of ti17 20 —10 by A'f�iGi �1 PE tv'r CAL 1 is personally known me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: _ _—A4 �, Print: av" The fo/r,��ego'mg instrument as acknowl:ispersonally before come this "1 day f 20 ` `�/ by who known to me or wh has produced as identification and who did take an oath. NOTARY PUBLIC: Print: $iEPNOiKLOFFREDO Seal: pM ICY CpN S GG 970034 Cow / 6fi 996 A� EXP{RES July a, 3 ?' ixpaes: Sept• 2 i 2p21 q=W Tw Notoy Public W*W " 9W4W ittu Aaron N00N APPROVED BY / Plans Examiner ( Zoning Structural Review Clerk (Revised02/24/2014) . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... Castellanos Design Studio, t6C ' ' ' ' • 7300 Biscayne Blvd, Suite 200 Miami, FL 33138 Tel:786.218.5335 ••• : : ••• �•• �•• ••• . ... . . . . .. . www.castelianosdesi n.com • • • • • • • • AA#26002467 • • • • • • • • • • • • Miami Shores Village Building Department 10050 NE 24 Avenue Miami Shores, FL 33138 Project: Penicheiro Residence — 9333 N. Miami Avenue, Miami Shores Permit #: RC-07-20-1631 Dear Plans Reviewer: September 25, 2020 Please review my responses to your comments and thank you in advance for your review. BUILDING Used for general corrections 1. Provide an affidavit from contractor/architect stating that the scope of work reflected on the plans has not and will no commence until a permit for the scope of work under this permit is issue by the Miami Shores Village. Response: Please see affidavit for no work to commence. Work has commenced with prior General Contractor under demolition permit. Building permit not issued to prior qualifier and work commenced. 2. Provide detail itemized job cost estimate for the entire project including copies of contracts between owner, contractor and sub -contractors. Response: Pending until Client awards Contractor. 1 3. Site plan. Reflect locations of all utilities servicing the building. Response: Please see utilities on Architectural Site Plan. 4. Department of Health approval required. Response: Department of Health informed no review required as no additional bedrooms. Expansion is approximately 100 s.f. —5. Provide survey. Please make sure to reflect crown of road elevations and back of sidewalk elevations. Response: Please see attached survey. 6. Finish floor should be a minimum of 8" above the highest of crown of road or back of sidewalk elevation. response: Please see FFE to meet 8" above H. Crown of road. / J 7. Provide roof slope. New roof should be slope a minimum of 1/4":12. Response: Please see slope. ./8. Provide roof system with roof flashing details and specifications. Roof system should meet requirements of chapter 15 of the 2017 FBC, Building. Response: Please see roof flashing details and specifications. th 13 �.` 9. Provide cross section through the center of the addition. Reflect all components, foundation to roof above. Please make sure to include attic space ventilation. Response: Please see Section. P- . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . Penicheirp Residence i • • i • i • September 25, 2020 Miami Shores, FL - RC-07-20 1631 Page 2 • • • • • • • •• •• •• • • • • • ••• ••• ••• :of ••• • 10. Cloud in all changes, mark with delta and date. Do not remove void sheets. Response: Please see clouded revisions. .• • . . •• ••• •• ELECTRICAL • ••• • • • • •• ' . • . • . • • - j 1. NEC 110.26 WORKINTSPACt I9 FRbAT•dP P?XNEL TO BE 36 INCHES. Response: Please see clearance for panel. 2. PUT THE SMOKE / CARBON MONOXIDE DETECTORS ON KITCHEN OR BATHROOM LIGHTING CIRCUIT. Response: Please see smoke and CO detectors on bathroom circuit. 3. IS THE WATER HEATER A TANK OR TANKLESS TYPE? IF A TANKLESS TYPE ADD THE LOAD TO THE LOAD CALCULATION. THE PLAN SHOWES IT AS A TANKLESS TYPE. Response: Please see plans for tankless water heater in garage. PLANNING See letter from Planning and Zoning for approval of addition. PLUMBING FBCR P2705.1 Show fixture clearance for water closets, shower, lavatories Response: Please see clearances for fixtures. FBCR P2708.1 Provide shower compartment size shall have a minimum of 900 square inches. Response: Please see sizes for shower. We appreciate your time and efforts for a successful review and approval. Feel free to contact me at 786-218- 5335 for any additional information. Wesley A. Castellanos, Registered Architect r- •• •• • • • •• •• or • • • • • • • • • • • • • • • • Castellanos Design Studio, LLC ; • • • •' ; ::DS2, Corp. Contractors 7300 Biscayne Blvd. Ste. 200 • go 400 .00 ; • • ; . • ' . 07300 Biscayne Blvd. Ste. 200 Miami, FL 33138 Miami, FL 33138 Architects & Engineers Licensed & Insured General Contractor Tek 786.218.5335 • • • • • • • 0 •' ' • Tel: 786-218-5335 AA#26002467 • • • • • • • • • • *0 CGC#1523930 • . . • • . . • September 25, 2020 State of FLORIDA County of MIAMI-DADE NO WORK AFFIDAVIT Miami Shores Village Building Department 10050 NE 2„ d Avenue Miami Shores, FL 33138 Project: Penicheiro Residence — 9333 N. Miami Avenue, Miami Shores Permit #: RC-07-20-1631 Building Official: This letter serves the purpose that the above reference project and permit. Castellanos Design Studio, LLC and CDS2, Corp will not perform any construction activities on the project until the permit is formally issued by the Village of Miami Shores with approvals from other Jurisdictions Having Authority. This letter shall also state that the prior General Contractor, who has abandoned, the project has commenced under the Demolition Permit installations. Site: CMiami LkX¢nue, Miami Shores, FL 33138 Contractor/Architect of Record Signature Wesley A. Castellanos, CGC & R.A. ` 4 aG _� 20 Sworn to (or affirmed) and subscribed before me thiWp, day of __ f� Personally known _ ( OR Produced Identification Type of Identification Prod hoop Cann+ �06121 its �► E giiiedj"le mp me o . . ... . . . ... . • .. .. .. . . . . . . . . . . r__ r 6- SECANIB 1 . • • • • •MIAMI 5006E-5ELORIDA 33 U 2392 hpR� TELEPHONE: (305) 795-2207 TRAVIS HENOALL • : : . • 9Aj:'Q0gr?%9972 • ••• • • • • •• • Planning & Zoning Oirector • • • • • • • • • •• • • • • • ••• •• DEVELOPMENT ORDER File Number: Admin-000037-2020 Property Address: 9333 N Miami Avenue Miami Shores FL 33138 Owner/Applicant: Patricia Penicheiro Address: 9333 N Miami Avenue Miami Shores FL 33138 Whereas, the applicant Patricia M. Penicheiro (Owner), has filed an application for site plan review Planning and Zoning Staff on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Administrative Site plan review and approval required for an exterior renovation. Whereas, a Site Plan Review was conducted on September 22, 2020 After having considered the application and after reviewing the evidence submitted, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the plans merit consideration and are consistent with the requirements of the Land Development Code. This approval requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and conditions. I) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 4) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Page 1 of 2 DO_ADMIN-000037-2020_Penicheiro_ADMIN_REVIEW VISIT US I www.miamishoresvillage.com . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . Review Dipisioi (QR4R, eW)-a4d:4 Miami -Dade Department of Health (DOH/HRS*) as tequire$. - - - - ... .-. ... •-- --- . 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning Vtt4t:Qr 1a^a4dbedotne invalid unless the work for which it was approved is afarted tvilhAn Me (1)year of the signing of the development order by the-bo;r4 chair,:or ik-thewvork authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was approved this 220d day of September, 2020 by the Planning and Zoning Board as follows: Approved Administratively by Planning and Zoning Director. s L: Page 2 of 2 I)O ADMIN-000037-2020 Penicheiro ADMIN REVIEW . ... . . . ... .. .. . . . .. .. . .. .. .. .. .. . ....... ...... ... . .. . . . .. ... .. . ......... • .. . . . . . ... .. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full -rime employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU AC OWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: c— Owner State of Florida County of Miami -Dade The foregoin was acknowledge fore me this day of , 20 0 . By �� _ who is personally known to me or has produced as identification. Notary: SEAL: 405 _ I y.ArftftW Ganmiwoa f 6612fe06 llweed hn AIM mov . ... . . ... % .. . . . % .. . . . . . . . . . . . ' Mia-h S*b6re'sii11a9e Building Department .: .: 140591VE 2`f6ve-• f4anii S�iores, f't. 3,�18 •: •395279W204 y'Fax WS-M-8972 NOTICE TO MIAMI SHORES P4QlWiNG AEPARI'MIiNT*QF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLe)FIQ%5L:LNVC:CC DE . . .. • ! (We) have been retained by _. - t u_ _ o � special inspector �pN�s under the F perform ,}orida Building Code Ss' Edition (2014) and Miami Dade County Administrative Code at the 9.33 3 NY /Jl n project on the below listed structure as of 4 2 a ZGZ (date). I am a registered architectiprofessional engineer licensed in the State of Florida. Process Number: ` Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC Sr" Edition (2014) Miami Dade County Administrative Code, Article 11 Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include ticensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program: successful completion of the NCEES Fundamentals Fxamination, or registration as building inspector or general contractor_ (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in,,t,$3tllklttdl9rdance with the approval plans. p.RCEO Signed rt le flo. 83336 Date: - -o STATE OF = _ _ `ZO/ ZO-2c PZ OR Engineer/Architect Name Y 4yc--.,—,o �-evk-o Print Address 15 c 1 S GC -4tt`Z W 4Vf- . . ... . . . ... .... . ...... . . .. . ... . . . > 'Mianit4itan"es I tiage Building Department .: .: I WO M 2nd.Aye e. c '�' :Uidmi:Shcwbe, L%3228 •:206:395-1294 -Rax 3%7W8972 NOTICE TO MIAMI SHORES BYLLQIIG DEP41'%1 T 9� EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLMD/CPVItDJNJ3 f04E. •• I (We) have been retained by TAB*. eAw!t—� of special inspector Cprviniam under the Fj_odda Building Code 5th Edition (2014) and Miami Dade County dministrative Code at the qi 33 3 /1/ nJi project on the below listed structure as of O ZO ZOZ ` (date). I am a registered architecUprofessional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC Sr" Edition (2014) _ Miami Dade County Administrative Code, Article Il Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft high _ Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. lnsul. Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* I. 2. 3. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect. graduation from an engineering education program in civil or structural engineering, graduation from an architectural education program: successful completion of the NCEES Fundamentals Examination, or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection sen•ices. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code:, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in �k0&tlt4l1l$Iw49prdance with the approval plans. p,RC Ep �:'��,, Engineer/Architect `��� �� • ��G E•N Name Q1 k2y }�Yr--,e- 5 te- Yt Cr Signed tt 'aI lo. 83336 r Print Date: = Address 3�{ SW �tttZ Q,it� ,0 STATE OF ' _ ID ., Miami Shores Village RIECFI ZD Building Department DELI 3 2019 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305) 795-2204 Fax: (305) 756-8972 '7 INSPECTION LINE PHONE NUMBER: (305) 762-4949 'OT FBC 20 n BUILDING Master Permit No. lam- 1L r ! 7 ` Z9 q�_ FUPEMIT APPLICATION Sub Permit No. ILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION 7 EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �CONTRACTOR DRAWINGS JOB ADDRESS: `7��� %✓✓��`1 /7/�� �{� 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): 7_216VX Phone#: Address: City: dZaJ�,��� S State: Zip:,�� Tenant/Lessee Name: Email Phone#: CONTRACTOR: Company Name: � �� C 0,1>SLG y� �t�(❑ ; �#: 305"��l � �� Address: /X' 2S_ '55OO %-W � W ZZ- y� City: zZlIzzL State: Zip: ©% Z Qualifier Name: ��%�iG'z'�Z f�03�0�. Phone#: State Certification or Registration #: Q Certificate of Competency #: DESIGNER: Architect/Engineer: Ad Phone#: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: c� 0 0 .54 'r 7 Type of Work: 19 Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: I& 4,4— L O*t24 rt-0 v TIAA-6 u i-0-OYL Specify color of color thru tile: Submittal Fee $ #2,I3 ' CZ) Scanning Fee $ Technology Fee Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address Zip 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved gpda reinspection fee will be charged. I�WA Signature ZSignature NER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of rl,•, 20 by r who is personally known to me or who has roduced as identification and who did take an oath. NOTADV DI IDI Id - Sign Prin- Seal EXPIRES: May 12, 2020 � 0aded Zia B11�Q11 NOfr1$IIYICd1 The foregoing instrument was acknowledged before me this day of c �r.�2_ , 20 by 24-w�0,� P�'� ,d o is personal)'.. known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ly'lu r " Seal: ODALYS C. HURTADO +°:" �� # * MY COMMISSION t EE 08M s, pp,�E�XX�. P�IIRRES: May �.1122,, 2O0200Y *it**********ti****************il****t*ie*•i�/**i�i�i�*�%*****#*#�c***********1k �i��k ak y,*ak**1k+k# *#:1�*i�i��i fi*�k �k#*********+k#�k**li APPROVED BY Plans Examiner l� ) 4 (� Zoning Structural Review Clerk (RevisedO2/24/2014) 4 **�h �Irer4�w TRAVIS HENUALL Planning 8 Zoning Director DEVELOPMENT ORDER 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE (305) 795-2207 FAX: (3051 756-8972 File Number: Admin-000053-2019 Property. Address: 9333 N. Miami Avenue, Miami Shores, FL 33138 Owner/Applicant: Patricia Pencheiro Address: 9333 N. Miami Avenue, Miami Shores, FL 33138 Whereas, the applicant Patricia Pencheiro (Owner), has filed an application for site plan review Planning and Zoning Staff on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Administrative Site plan review and approval required for an exterior renovation. Whereas, a Site Plan Review was conducted on September 24, 2019 After having considered the application and after reviewing the evidence submitted, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the plans merit consideration and are consistent with the requirements of the Land Development Code. This approval requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and conditions. 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 4) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Pagel of 2 DO-ADMIN-000053-2019_Penicheiro VISIT US 1 www.miamishoresvilfage.com Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was approved this 24t' day of September, 2019 by the Planning and Zoning Board as follows: Approved Administratively by Planning and Zoning Director. 71.), � l s Date Page 2 of 2 DO-ADMIN-000053-2019 Penicheiro CONSTRUCTION INC November 23, 2019 FLORIDA BROWARD Before me this day personally appeared DOYON PIERRE who, being duly sworn, deposes and says: That he will be the only person working on the project located at: 9333 NORTH MIAMI AVENUE, MIAMI SHORES, FLORIDA 33142 Doyon Pierre Sworn to and subscribed before me this 03 day of October,2019 By Odalys Hurtado r,. r Personally Know oDALYS C. HURTADO ®�, * MY COMMISSION i EE 067937 EXPIRES: Mey 12, 2020 15625 SW 260 TH ST Miami FI 33032 P1-i: 786 357 7414 DOYON CONSTRUCTION INC October 03, 2019 FLORIDA BROWARD ENTERED NCV 0 5 2019 a". A m Q - ((-[a -M2 Before me this day personally appeared DOYON PIERRE who, being duly sworn, deposes and says: That he will be the only person working on the project located at: 9333 NORTH MIAMI AVENUE, MIAMI SHORES, FLORIDA 33142 Sworn to and subscribed before me this 03 day of October,2019 By Odalys Hurtado Personally Know MALYS C. HUMADO x fly CQIMl0 ON f EE 08 W * iAFs! Yawl2, 2020/ 15625 SW 260 -TH ST Miami FI 33032 Ph: 786 357 7414 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 9333 N MIAMI AVE, Miami Shores, FL 33150 1132060130350 Contacts Patricia Penicheiro Owner DOYON CONSTRUCTION INC Contractor 9333 Miami PIERRE DOYON 15625 SW 260 ST, HOMESTEAD, FL 33032 Business: 3057817638 cartapial@gmail.com Ins ection Requests Description: DEMO REAR FLORIDA > TO CORRECT VIOLATION 1 Valuation: $ 3,500.00 k 13()5-7624049;, @ TotaISq Feet: 500.00 ' 3s Fees Amount Application Fee - Other $50.00 Building Demoloition Fee $200.00 CCF $2.40 DBPR Fee $3.75 DCA Fee $2.50 Education Surcharge $0.80 Scanning Fee $9.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $6.25 Work Without Permit 1st Offense $100.00 Work Without Permit 1st Offense $250.00 Tota I : $804.70 Payments Date Paid Amt Paid Total Fees $804.70 Credit Card 11/06/2019 $754.70 Cash 09/25/2019 $50.00 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID,jVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating cogstrtotion and zoning. Futhermore, I authorize the above named contractor to do the work stated. Authoriz6 Wnature: Owner / Applicant / Contractor / Agent Date November 06, 2019 Page 2 of 2 a LOT 9 .....:....:------------ ---- a.......... ...—-.-.--- - ........- ................. • ............_ ...o.. 15ALLEY :::::::::::9tASPHALTM.... _ to FAD. B.9 1 ... NA o Ftt7 1 2" ... ,�rzxzxzstr�'• h 0.70' C.B. 4.0'- • .._ • �� 1.0' 60'• • 6 WALL I n •.�•�•3 • •• ••.•.• POOL ..... ..... '...• (1 • �....... BLOCK 3 65.20 LOT 10 � CON .... 000 N N 124.60' 0.21' • .770, (dUT ''� 34.66r9 PAVES . . . . ...... ..... ................. 30.50' I .20' —� ................. b PAVERS ' .. • .. tb 16, - *20' 6.'.' ASPHALT'.'.' N V` 17.3a' 9.50' a ... f inch = 20' ft. �. I M ;o CONC . LO GAR. EL.=10.90 THE N RTH 1/2 (V r4 OF 7 11 7.52'><eS• BL K 3 � cc II O 9 0 REMAINDER OF Q o LOT 11 7 SHED O BLOCK 3 o O ' _18.70' ONE STORY _ .95 0 TILE "� RESIDENCE 10.90' .75 = Q N II A7C5 MCi0 17.40 io +Zo ONC n•3 L.F.F.E.=11.16 F.F.E.=12.99 PLANTER 9.95' 8.75 LO :.:.;.:.:..�...'.'.'.'. . 0 9.45' v 0 21.40' 12.75' ri `t I 20.30' 9.95' 0.45' a 7.15 6.30' OUT) .' k. .8, 0.70 o TILE 0.70' Mj>1 ri {'.'.'.'.'.'.'.'.. '.'.'.'.'. PLANTER 'n 3.6' .M 8 0' 39ii��j $ I PLANTER ....... - ..•.•.•.•.•.•.• it N p I N 0 cV .6 TILE P 189.00' � 'O+ I r (BASIS OF BEARING 3'S0' ASSUMED) J - ........'................:...:...:.............. :.:. p -_.O _ .P. j2" �2 -� �a �� (R&M 5' CSW 1/2 B.0 M . ...NO TE 51 PARKWA Y FI _ AF LEY -'B. M. S ED.. # ..N - 568 :':':': :' :'.'....................................................................._..........._..............•:............ •'.'.:. ...`. . .':':'.-ELEV .-ELEVATION : 9.65 :.........:..............:...:.:.:..:.'.'.':..'..'.'.'.'.'.'...'..'.'.'..'.`.'.'.'..'.'.'.....•.•.,.•.,.....•.,.... (N. G. V. D. 1929).... :g '::::::::::::::: :;:::: ::.:8o' RicHr-OF-WAY (BY PLAT • • .....• • • � . ...;.:.: VER TI P AL DATUM SHOWN :....:.:..................... 56 f ASPHALT PA DEMENT., ................ ..'.'..'..........•.... :':':':' '::':':': (N.G.v.O. 1929) ...............................NORTH MIAMI AVENUE::':':':':':':':': :':':'':':':':':'::::':': I ..........'............................."................................................................' '.. I .'........... . "'...........'...................................... ..... ..".'............. "".'............'. ''.'...... . AND WALKWAY CROSS LOT LINES. MAP OF BOUNDARY SURVEY Property Address: 9333 N MIAMI AVE MIAMI SHORES, FL 33150 nlineLand SURVEYORS,INC. 15271 NW 60 AVE, Suite 206 Miami Lakes, FL 33014 www.OnlineLandSurveyors.Com SURVEYOR'S CER7IFICAT/0N: I HEREBY CERTIFY THAT THIS "BOUNDARY SURVEY" IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY DIRECTION. THIS COMPLIES WITH THE MINIMUM TECHNiCAI_E-STANDARDS, AS SET FORTH BY THE STATE OF FLORIDA BOARD OF PROFESSIONAL SIZVORS AND MAPPER IN CHAPTER 5J-17.051, FLORIDA ADMINISTRATIVE CODE PU6?SUANT TO SEC77ON 472.027, FLORIDA STATUTES. No. 5101 STATE O Q SIGNEDYZ s1 �'coeio FOR THE FIRM MIGUEL ESPINOSA P.S.M. No. 5101 STATE OF FLORIDA NOT VALID WITHOUT AN AUTHENTIC ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR THIS MAP IS NOT VALID NATHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A LICENSE SURVEYOR AND MAPPER. Survey Date:7/1/2019 Survey Code:0-52967 Page 1 of 2 Not valid without all pages. Z St NE 96th St l'! ndth St NE 9.h St NE 96th St NE 94th 3 T Z ' f l- NMh p1 M—i Avenue 3 • • PROPER T VII�VV LOCATION MAP N.T.S. ...,:. CERTIFIED TO: FLOOD INFORMATION: .' + i • b • TICHA PENICHEIRO Community Number: VILLAGE OF MIANL$HORES ITS'SUCCESSORS AND/OR ASSIGNS AS THEIR 120652 INTEREST MAY APPEAR. Panel Number: 12086CO302L Suffix: L Date of Firm Index: 9/11/2009 Flood Zone: X Base Flood Elevation: N/A Date of Survey: 7/1/2019 LEGAL DESCRIPTION: LOT 10 AND THE NORTH 1/2 OF LOT 11, BLOCK 3, OF AMENDED PLAT OF MIAMI SHORES, SECTION ONE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA Surveyor's Legend .®� PROPERTY LINE STRUCTURE TREE L.M.E. LAKE or LANDSCAPE MAINT. ESMT. ESMT. EASEMENT ® CONC. BLOCK WALL P.P. POWER POLE - ^.E. ROOF OVERHANG EASEMENT D.E. DRAINAGE EASEMENT X CHAIN —LINK or WIRE FENCE P.P. POOL PUMP L.B.E. LANDSCAPE BUFFER ESMT. ®C.B. CATCH BASIN --�� W000 FENCE PL PLANTER OR PROPERTY LINE L.A.E. LIMITED ACCESS EASEMENT C.U.E. COUNTY UTILITY ESMT. I.D. IDENTIFICATION TEL TELEPHONE FACILITIES IRON FENCE I.E./E.E. INGRESS/ EGRESS ESMT. B.C. BLOCK CORNER U.P. UTILITY POLE U.E. UTILITY EASEMENT FND. OR F FOUND IRON PIPE B.R. BEARING REFERENCE E.U.B. ELECTRIC UTLTY BOX — — CENTER LINE PIN AS NOTED ON PLAT 0 CENTRAL ANGLE or DELTA SEP. SEPTIC TANK D.F. DRAIN FIELD — LB/ LICENSE BUSINESS R RECORD OR RADIUS ROD. RADIAL AC AIR CONDITIONER LS/ LICENSE A —SURVEYOR W000 DECK CALC CALCULATED POINT N.R. NON RADIAL CSW CONC SIDEWALK SET SET MONUMENT TYP. TYPICAL DWY DRIVEWAY I.R. IRON ROD SCR. SCREEN a . CONCRETE ♦ CONTROL POINT I.P. IRON PIPE GAR. GARAGE ■ CONCRETE MONUMENT N&D NAIL h DISK ENCL ENCLOSURE ASPHALT ELEV ELEVATION P.T. POINT OF TANGENCY PK NAIL PARKER—KALON NAIL N.T.S. NOT TO SCALE P.C. POINT OF CURVATURE D.H. DRILL HOLE F.F. FINISHED FLOOR ® WELL T.O.B. TOP OF BANK BRICK/11LE P.R.M. PERMANENT REFERENCE MONUMENT FIRE HYDRANT E.O.W. EDGE OF WATER P.C.C. POINT OF COMPOUND CURVATURE / P.R.C. POINT OF REVERSE CURVATURE (AM.H. MAN HOLE E/P OR E.O.P. EDGE OF PAVEMENT WATER M P.O.B. POINT OF O.H.L.OVERHEAD LINES CONCRETE VALLEY GUTTER B.S.L. BUILDING SETBACK LINE C.V.C. P.O.C. POINT OF COMMENCEMENT TX TRANSFORMER CAN CABLE TV. RISER S.T.L. SURVEY TIE LINE P.C.P. PERMANENT CONTROL POINT APPROXIMATE EDGE OF WATER M FIELD MEASURED W.M. WATER METER Pk CENTER LINE P PLATTED MEASURMENT P/E POOL EQUIPMENT R/W RIGHT OF WAY CONC CONCRETE SLAB ..O.E. PUBLIC UTILITY EASEMENT COVERED AREA D DEED C.M.E. CANAL MAINTENANCE EASEMENT C CALCULATED A.E. ANCHOR EASEMENT GENERAL NOTES: `o 1) LEGAL DESCRIPTION PROVIDED BY OTHERS. 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO • ' ' DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING PROPERTY. r 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR F L'-TA OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. + I M� 4) THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE Ia le mw P.ge,8,4,p AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION, PERMITTING DESIGN, OR ANY OTHER PURPOSE WITHOUT THE WRITTEN CONSENT OF Printing to Scale: sage : t ONLINE LAND SURVEYORS INC. 5) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER 1. Select "None" from Page Scaling Page jc*v`aNM IMPROVEMENTS WERE NOT LOCATED. 2. Deselect'Auto-Rotate and Center" ®[]Aoto$otateand Center 6) ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED. "Choose 7) FENCE OWNERSHIP NOT DETERMINED. 3. Select paper source by Q i Oaomepeoerso.oep, vDFosapu 81 WALL TIES ARE TO THE FACE OF THE WALL. PDF page size" 9) BEARINGS ARE BASE ON AN ASSUMED MERIDIAN. use v s;om paver sx v. en Deeded 10) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A IELD WORK: 6/26/2019 SHOWN SCALE AND/OR NOT TO SCALE. RAINN BY: N.B. 11) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 12) NOT VALID UNLESS SEALED WITH THE SIGNING SURVEYORS EMBOSSED OR FI c ELECTRONIC SEAL. HECKED BY: M.E. G�Q11 f 13) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. 14) ELEVATIONS IF SHOWN ARE BASED UPON N.G. V.D. 1929 UNLESS OTHERWISE NOTED. FINAL REVISION: 0710112019 15) THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. No. 5101 71112019 16) THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OFCOMPLETED: p STATE o Q THE ENTITIES NAMED HEREON, THE CERTIFICATIONS DO NOT EXTEND TO ANY gs. FLORI DL' Q� SCALE: 1 r = 20" UNNAMED PARTIES. �aVgt SURYE10- 904 URVEY CODE: 0-52967 15271 NW 60 AVE, Suite 206 n l i n e La n d Miami Lakes, FL 33014 Phone: (305) 910-0123 SURVEYORS,INC. Fax: (305) 675-0999 www.OnlineLandSurveyors. Com Survey Date:7/1/2019 Survey Code:0-52967 Page 2 of 2 Not valid without all pages. J If F Juan FernandezmBarquin, P.E. Structural Engineers 40114 2520 N.W. 97t' Avenue, Suite #240 Threshold Inspectors 0947 Doral, Florida 33172 State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884 State Building Inspector BN 3318 Email: jfbeng@bellsouth.net www.luanfernandezbar(iuinpe.com Ow AWMN* sk PROJECT: cv5TJzJ �. �� J Y Juan Fernandez-Barq uin P1. • Structural Engineers 40114 2520 N W. 9711 Avenue, Suite #24a . • • • • • • • • • • • • ` ' Threshold Inspectors 0947 Doral, Florida 33172 0 1.- . • • 1! State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884 • ""' • State Building Inspector BN 3318 Email: jfbeogCbellsouth.net . • :. • • : • 00 00 1Bwnw.juanferuandezbarquinpe.com ' " • • 9333 N. MIAMI AVE. • . :0 . ...... MIAMI SHORES, FLORIDA 33142 ; '••' 0000: 0000 ' STRUCTURAL CALCULATIONS 03/04/2019 1 ITABLE OF CONTENTS PAGE IWIND PRESSURE AT WINDOWS AND DOORS ................................... 1 ' CONNECTION DESIGN........................................................................... 6 EXISTING GIRDER CONNECTION DESIGN ........................................... 14 1 _ I DOCS\TABLE OF CONTENTS\9333 N. MIAMI AVE\03/04/2019\doc. E C G J Juan Fernandez-Barquin, P.E. •::::• „ Structural Engineers 40114 2520 N W. 9711 Avenue, Suite �2.4Q • 000000 ' Threshold Inspectors 0947 Doral, Florida 33172 • State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-3-31610M State Building Inspector BN 3318 Email: jfbengCbellsouth.jet' • • ; , • • 0 ntiviv.juanfernandezbarquinpe.coin • • • • ' •••••• •••• PROJECT NAME 1�3 3 N` 2 •' �, • ENGINEER DATE •PAGE • �` •' till - P `. - C - - j IF A, y AV t_ T � 1 _ i 4 I r III F f Co .,? Fk61+:rVr', ri1+'di ADCK Mil__111'r , r : Dkr' .:E i.?'E L 1 I MecaWind Std v2.2.7.7 per ASCE .7.:10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterlo•a-vels. com •••• Date 1/10/2019 Project No. 1 • • Company Name JUAN FERNANDEZ Designed By E •••• Address 2520 NW 97 AVE Description WIND PRESSURES •�•••• City DORAL Customer Name PATRICIA PINICHFbTi O•AES State FLORIDA Proj Location 9333,� NORTH MIAI" kyj• File Location: C:\Users\user\AppData\Roaming\MecaWind\Default.wnd MIAMI FL 331950 • • • • Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1)0 ••• Basic Wind Speed(V) = 175.00 mph •• • Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 1.00 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 3.384117 12 Slope of Roof(Theta) = 15.75 Deg h: Mean Roof Ht = 12.35 ft Type of Roof = HIPPED RHt: Ridge Ht = 16.70 ft Eht: Eave Height = 8.00 ft OH: Roof Overhang at Eave= 1.50 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 72.80 ft Bldg Width Across Ridge= 58.70 ft Length of Hipped Ridge = 14.10 ft Roof Slope on Hip End = 15.75 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 L � J B Z .••• •••••• • • • • •••• 3 1 1 1 1 1 1 1 1 1 1 1 1 1 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 •• • Kht: Topographic Factor (Figure 6-4) = 1.00 •••••• Qh: .00256*(V)^2*I*Kh*Kht*Kd = 39.93P3400:ee Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 4982.12 41"000 Reduction Factor based on Roof Area = 0.80 •••• MWFRS-Wall Pressures for Wind Normal to 72.8 £t Wall (Normal to Ridge) •••r•• All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure • • +GCpi (psf) -GCpi (psf) • • - • • r Leeward Wall -0.50 24.16 -9.78 Side Walls -0.70 -30.95 -16.57 Wall Elev Kz Kzt Cp qz Press Press Total ft -------- psf +GCpi -GCpi +/- GCPi ----------------------- ---------- -------------------- Windward 8.00 0.85 1.00 0.80 39.93 19.97 34.34 44.12 Roof Location Cp Pressure Pressure +GCpi (psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.47 -23.14 -8.76 Windward - Max Cp 0.03 -6.17 8.21 Leeward Norm to Ridge -0.51 -24.50 -10.12 Hipped End (.00 to 6.18 ft) -0.90 -37.74 -23.36 Hipped End (6.18 to 12.35 ft) -0.90 -37.74 -23.36 Hipped End (12.35 to 24.70 ft) -0.50 -24.16 -9.78 Hipped End (24.70 to 61.70 ft) -0.30 -17.37 -2.99 Overhang Bot (Windward only) 0.80 27.15 27.15 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 15.7 Deg, h/l= 0.17 Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. MWFRS-Wall Pressures for Wind Normal to 58.7 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CP Pressure Pressure ------ +GCpi (psf) -GCpi (psf) ------------------------------------- Leeward Wall -0.45 -22.53 -8.15 Side Walls -0.70 -30.95 -16.57 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 16.70 0.87 1.00 0.80 40.84 20.59 34.96 43.11 Windward 8.00 0.85 1.00 0.80 39.93 19.97 34.34 42.49 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 6.2 ft -0.90 -37.74 -23.36 Roof: 6.2 ft to 12.4 ft -0.90 -37.74 -23.36 Roof: 12.4 ft to 24.7 ft -0.50 -24.16 -9.78 Roof: 24.7 ft to 75.8 ft -0.30 -17.37 -2.99 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.17 Wind Pressure on Components and Cladding (Ch 30 Part 1) • .... ••••Y• Y • • • • s •• • • ••r•r• 4 Rwf r ti • shown 1 r 00 ..... 2 1 12 2; 1 2 ..:.. 51 v 4 �h 1 21. J-.---- 2 • •• 5 [1 a 1 1 1 ••.•• J4 ElkHip Roof 7 < 8 e=170 • 00 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 4.94 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 ----------------------------------------------------------------------- GCp GCp psf psf WINDOW 2.50 4.00 10.0 4 1.00 -1.10 47.12 -51.11 DOOR 2.90 7.80 22.6 4 0.94 -1.04 44.62 -48.61 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256 *VA 2*Khcc*Kht*Kd = 39.93 psf I n Juan Fernandez -Bargain, P.E. I ljp Structural Engineers 40114 2520 N.W. 97a' Avenue, Suite #240Threshold Inspectors 0947 Doral, Florida 33172 State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884 State Building Inspector BN 3318 Email: jfbengCbellsouth.net www.juanfernandezbarquinpe.com • • • • • • •• • • • PROJECT NAME 9 333 /v /y/am/ '�� • • • • • • • ENGINEER DATE 0014'0'119. 13"W* �•.:. • i e D1 I loe 4-H J_ ' 3 - - v e _ _ TT 2_. - -TTT _._ T __ _�_ T �_- . _ _ _-- � r I / _ i - f ti FEf+.hAh )EL JUAYv i,f � .�` :f-F t •�: ��;;�i 6_, ttJ:51t I _ �.iiJh SJCi i�C; .,,�i � L;..,ixt � '.CtU� 11 n C F 0 u 0 J Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W. 971 Avenue, Suite #240 Threshold Inspectors 0947 Doral, Florida 33172 State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884 State Building InspectorBN 3318 Email: jfbengCbellsouth.net www.juanfernandezbarquiupe.com • • • • PROJECT NAME G/ 333 /v��ve° """ • ENGINEER DATE IPA ...•.. ..,. r _ -- - _ I ! � ! ! --- -!--' ' ! is r t T I I � i I � , F] 7—Juan Fernandez-Barquin, P.E. I Structural Engineers 40114 2520 N.W. 97t' Avenue, Suite #240 Threshold Inspectors 0947 Doral, Florida 33172 State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-0884 State Building InspectorBN 3318 Email: jfbengCbellsouth.net www.juanfernandezbarquinpe.com • • • • • • Doe• •••••• PROJECT NAME 3 3 N, °"� f a 17/ '� z e ' • • •"• • ENGINEER DATE ©3 / l 'PAGE r r AnchoringMechanical Syst.7j 9 KWIK Bolt 3 Expansion Anchor 3.3.8 Table 11 - Hilti KWIK Bolt 3 stainless steel design strength with concrete / pullout failure in uncracked concrete''2,3,4,5 Nominal Effective Nominal Tension - (pN� Shear - On .0000 anchor embed. embed. f'c = 2,500 psi f'. = 3,000 psi f'. = 4,000 psi f'� = 6,000 psi f. = 2,500 psi f'. = 3,000 psi 4 =.4,000 psi f '�6,000 psf diameter in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) Ib (kN) It (kN) . • It=(kN) 1-1/2 1-3/4 730 770 840 950 1,545 1,690 •. ;. j,950 2,390 1/4 • (38) (44) (3.2) (3.4) (3.7) (4.2) (6.9) (7.5) . • • • (8.7) • •(1 0.6) 2 2-3/8 1,925 2,110 2,440 2,985 2,375 2,605 • • 3,005 • 3,680 • 3/8 (51) (60) (8.6) (9.4) (10.9) (13.3) (10.6) (11.6) • . • 6.4) • • .'(13.4) 2 2-1/4 2,150 2,355 2,720 3,335 2,375 2,605;' ;0.3,005 • 3,680 (51) (57) (9.6) (10.5) (12.1) (14.8) (10.6) (11.6) �(13.4) : • • �16.4) • 1 /2 1/02 3-1/4 3-1/2 3,920 4,295 4,960 6,070 9,845 10,78? • • • a 2,450 (83) (89) (17.4) (19.1) (22.1) (27.0) (43.8) (48.0) • (55.4) • • . .15,250 • • T67.8) • 3-1/8 3-1/2 4,050 4,435 5,120 6,275 9,280 10,165 11,740 14,380 (79) (89) (18.0) (19.7) (22.8) (27.9) (41.3) (45.2) (52.2) (64.0) 5/8 4 4-3/8 5,090 5,575 6;440 7,885 13,440 14,725 17,000 20,820 (102) (111) (22.6) (24.8) (28.6) (35.1) (59.8) (65.5) (75.6) (92.6) 3-3/4 4-1/4 5,560 6,090 7,035 8,615 12,200 13,365 15,430 18,900 (95) (108) (24.7) (27.1) (31.3) (38.3) (54.3) (59.5) (68.6) (84.1) 3/4 5 5-1/2 7,040 7,710 8,905 10,905 18,785 20,575 23,760 29,100 (127) (140) (31.3) (34.3) (39.6) (48.5) (83.6) (91.5) (105.7) (129.4) 4 4-1/2 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820 (102) (114) (27.8) (30.4) (35.1) (43.0) (59.8) (65.5) (75.6) (92.6) 1 5-3/4 6-1/4 10,110 11,070 12,785 15,660 23,165 25,375 29,300 35,885 (146) (159) (45.0) (49.2) (56.9) (69.7) (103.0) 1 (112.9) (130.3) (159.6) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing, edge distance, and concrete thickness factors in tables 14 to 19 as necessary. Compare to steel values in table 12. The lesser of the values is to be used for the design. 4 Tabular values are for normal -weight concrete only. For lightweight concrete multiply design strength by A. as follows: for sand -lightweight, A. = 0.68; for all -lightweight, Aa = 0.60 5 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. 3.3.8 Hilti, Inc. (US) 1 800-879-8000 1 www.us.hilti.com 1 en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hifti.ca I Anchor Fastening Technical Guide 2016 335 3.3.8 KWIK Bolt 3 Expansion Anchor Table 15 - Load adjustment factors for 3/8-in. diameter KWIK Bolt 3 stainless steel anchor in uncracked concrete' 2 Edge distance in shear Concrete 3/8-in. KB3 Spacing factor Edge distance Spacing factor tbi"rless factor stainless steel in tension factor in tension in shear3 1 toward edge M to edge •,, it shear° uncracked concrete f AN l RN f Av + RV • -fRv • • f Hv Embedment hnom 2-3/8 60 2-3/8 60 2-3/8 60 2-3/8 60 •'2,•i�l •6 • • •.043/8 •• • 60 in. (mm) 2 51) 0.67 0.51 0.58 0.35 •••(?fl • . n/a •• 2-1 64) 0.71 0.60 0.60 0.49 • 91e0 • •n a 0 3 76) 0.75 0.69 0.62 0.64 • . • Q.8t . , , n/a ^ wE 3-1/2 89 0.79 0.80 0.64 0.81 • • 0.91 .,' •n a E 4 102 0.83 0.91 0.67 0.99 • • • 9.69 0.81 c c •- 4-1 114) 0.88 1.00 0.69 1.00 • 0 0.86 5 12 0.92 0.71 • . • •0.91 CO N 6 152) 1.00 0.75 .. ; 1.00 • • o c 7 (178) 0.79 • . • 8 203 0.83 v :S 9 (229) 0.87 10 254 0.91 CO 11 (279) 0.95 12 (305) 1.00 14 (356) Table 16 - Load adjustment factors fol( 1/24. diameter KWIK Bolt 3 stainless steel anchor in uncracked concrete' 2 Edge distance in shear Concrete 1/2-in. KB3 Spacing factor Edge distance Spacing factor thickness factor stainless steel in tension factor in tension in shear3 -L toward edge II to edge in shear' uncracked concrete f m f RN f AV f RV f RV f Hv Embedment hnom 2-1/4 (57) 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) in. (mm) 1-5/8 41 n/a n/a n/a 0.39 ` n/a n/a n/a 0.07 n/a 0.15 - n/a n/a 2 51 n/a n/a n/a A.42,, n/a n/a n/a 0.10 na 0.20 na na 2-1/8 54 n a 0.61 n a D 43 n a 0.54 n/a 0.11: n/a 0.22 n/a n/a 2-1 64 0.71 0.63 0.54 0.47 °:<' 0.61 :. 0.55 0.53 " 0.14 0.54 0.28 n/a n/a 0 3 6 0.75 0.65 ' 0.62 0.52 0.63 0.55 0.70 0.19 0.70 0.37 n/a n/a 6 3-1 89 0.79 68' 0.72 0.57 0.65 0.56 0.88 0.23 0.88 0.47 n/a n/a o E 4 102 0.83 0.71 0.82 0.62 0.68 0.57 1.00 0.29 1.00 0.57 0.84 n/a -- 4-1/2 114 0.88 0.73 0.92 0.68 0.70 0.58 0.34 0.68 0.89 n/a 5 127) 0.92 0.76 1.00 0.74 0.72 0.59 0.40 0.74 0.94 n/a N g 6 (152) 1.00 0.81 0.89 0.76 0.61 0.53 0.89 1.00 0.66 � 178 0.86 1.00 0.81 0.63 0.66 1.00 0.71 CD a 8 203 0.91 0.85 0.64 0.81 0.76 9 229 0.96 0.89 0.66 0.97 1 0.81 w 10 (254) 1.00 0.94 0.68 1.00 0.85 0' c 11 (279) 0.98 0.70 0.89 CO 12 (305) 1.00 0.72 0.93 CO 14 (356) 0.75 1.00 16 406 0.79 18 457 0.83 20 508 0.86 > 24 610 0.93 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear, f Av, assumes an influence of a nearby edge. If no edge exists, then f Av = f AN• 4 Concrete thickness reduction factor in shear, f M , assumes an influence of a nearby edge. If no edge exists, then f M = 1.0. O If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa). Check with table 13 and figure 3 of this section to calculate permissable edge distance, spacing and concrete thickness combinations. Use of Hilti KWIK Bolt 3 anchors with edge distance and spacing dimensions smaller than what is noted in this table is permitted. 338 Hilti, Inc. (US) 1-800.879-8000 1" www.us.hilti. com _ Hi .com I en espanol 1-500-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2016 02 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 •••• Qh: Cpww: .00256*(V)^2*I*Kh*Kht*Kd Windward Wall Cp(Ref Fig 6-6) _ 39.93 psf: ••• 0.80 •• • • • •••• •••••• • Roof Area = 9982.12 f���••• • • . • Reduction Factor based on Roof Area = 0.80 • • • •• •• •••••• MWFRS-Wall Pressures for Wind Normal to 72.8 ft Wall (Normal to Ridge) •••• • • •••••• All pressures shown are based upon ASD Design, with a Load Factor of 6 •••••• •••••• • • Wall Cp Pressure ••• • Pressure •••• •••• • • • • ••••• +GCpi (psf) •• •• -GCpi (Psf) • •• • •••••• - ---------- -------_--------- Leeward Wall---- -0.50 24.16 -9.78 i • • • Side Walls -0.70 -30.95 -16.57 i•• •• •••••• • •• • • •• • ' Wall Elev Kz Kzt Cp • • qz Press Press Total •• • • ••••• �••••� ft psf +GCpi -GCpi +/-GCpi ••••• --------------------- ------------------------------------------- Windward 8.00 0.85 1.00 0.80 39.93 19.97 34.34 44.12 ' Roof Location Cp Pressure Pressure --------------------------------------------------------------------------- +GCpi(psf)-GCpi(psf) Windward - Min Cp -0.47 -23.14 -8.76 Windward - Max Cp 0.03 -6.17 8.21 ' Leeward Norm to Ridge -0.51 -24.50 -10.12 Hipped End (.00 to 6.18 ft) -0.90 -37.74 -23.36 Hipped End (6.18 to 12.35 ft) -0.90 -37.74 -23.36 Hipped End (12.35 to 24.70 ft) -0.50 -24.16 -9.78 Hipped End (24.70 to 61.70 ft) -0.30 -17.37 -2.99 ' Overhang Bot (Windward only) 0.80 27.15 27.15 Notes - Normal to Ridge ' Note Note (1) Per Fig 27.4-1 Note 7, Since Theta (2) Wall 6 Roof Pressures = Qh*(G*Cp - > 10 Deg base calcs on Mean Ht GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. ' Note Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 15.7 Deg, h/l= 0.17 (7) Overhang bottom based upon windward wall Cp and GCpi = 0. MWFRS-Wall Pressures for Wind Normal to 58.7 £t wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 ' Wall Cp Pressure Pressure +GCpi (psf) --------------- ----------------- -GCpi (psf) ----------- Leeward Wall -0.45 -22.53 -8.15 ' Side Walls -0.70 -30.95 -16.57 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 16.70 0.87 1.00 0.80 40.84 20.59 34.96 43.11 ' Windward 8.00 0.85 1.00 0.80 39.93 19.97 34.34 42.49 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) Roof: 0.0 ft to 6.2 ft -0.90 -37.74 -23.36 Roof: 6.2 ft to 12.4 ft -0.90 -37.74 -23.36 Roof: 12.4 ft to 24.7 ft -0.50 -24.16 -9.78 ' Roof: 24.7 ft to 75.8 ft -0.30 -17.37 -2.99 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.17 ' Wind Pressure on Components and Cladding (Ch 30 Part 1) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •••• . • . . . •••• ...... 00 :00 go go.... % Roof mt .. ,. !00*0 • sho Ylfi1 ! 1 1 1 "" • 21 1 12 1I i 12 i ••••• •••• • ••••• 5i 1 I 1 , • • . • J s. ! • • • • • • • 4 ! � AA ; J I • � •� •• • •••••• 15 5 S ! A. ! •• • •••• :••••• Falls a Hip Roof 7 < 6 <= 27 8 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 4.94 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GGp GCp psf psf ----------------------------------------------------------------------- ROOF 1.33 7.00 16.3 1 0.46 -0.88 25.45 -42.28 ROOF 1.33 7.00 16.3 2 0.46 -1.59 25.45 -70.82 ROOF 1.33 7.00 16.3 3 0.46 -1.59 25.45 -70.82 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 39.93 psf 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Fj--] Juan Fernandez-Barquin, P.E. I I Structural Engineers 40114 2520 N.W. 9-/* Avenue, Suite #240 -� JI Threshold Inspectors 0947 Doral, Florida 33172 • •' • • • State Plans Examiner PX 1305 State Building InspectorBN 3318 PH: 786-336-0881 Fax: 786-336-Q884 Email: jibengCbellsouth.net • • • + • • • • • www.junnfernandezbarquinpe.com • • • • • • • •' + • I wePROJECT NAME 9333 N%a:'�ieve' •��••' ••••• • • •-« • ENGINEER DATE �/3�D f �9 �'�•��� ��' !I. Im 1 11" %2,M., P'U. !1.0 I 29. i FUN- r ONE ■■ ■ ■� ■ram A. �■ ■ INMEW.- \t I � Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W. 971 Avenue, Suite #240 Threshold Inspectors 0947 Doral, Florida 33172 •' • • • • State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-1884 ' • • • • 13 State Building Inspector BN 3318 Email: jfbengCabellsouth.net • • • • • www.juanfernandezbarquilope.com • • • • • ' • • • • •••••• • PROJECT NAME % �� �i/�iU� • • "" g • P • ENGINEER � DATE 0 3 � � % • ' - - _- _ _ I 11 ,.. i II - �f I ! 1 ! 1 I - i_ !- i - A L L j_. L 11 I I L J Juan Fernandez-Barquin, P.E. Structural Engineers 40114 2520 N.W. 9r Avenue, Suite #240 Threshold Inspectors 0947 Doral, Florida 33172 • • • • State Plans Examiner PX I305 PH: 786-336-0881 Fax: 786-336-0884• • • • • • • • • • • • • State Building InspectorBN 3318 Email: jfbengCbellsouth.lej • • wmv.junnfernandezbarquinpe.com • • • • •• •• •••••• • PROJECT NAME ...... .... ENGINEER DATE 3 /� �1� ; • E • • • • • • • • • • .. • •••• • 11 11 1 L C� C C rJ� Juan Fernandez-Barquin, P.E. I r ( Structural Engineers 40114 2520 N.W. 97th Avenue, Suite #240 I Threshold Inspectors 0947 Doral, Florida 33172 State Plans Examiner PX 1305 PH: 786-336-0881 Fax: 786-336-08840 • • • • State Building Inspector BN 3318 Email: jfbengCbellsouth.ne4 • • • • mvw.juanfernandezbarquinpe.com • • • • ' • •' • •••••• • •••• • Volvo PROJECT NAME 9 33 /V , cif/ >,, ✓vim ' • • • • • ENGINEER DATE PUM -fit- t I E - U: i 1RNA C. 1iIAW "It 5�. N !c �- �. E _ tT4GM1l. Cr'"JFB C„ C � C.. �.�.., , f,CC 1:1 u 4 4.6 Spacing for Full Tension Capacity of Partially Embedded and Fully Embedded Anchors The shear cone areas for partially embedded anchors are calculated with a 450 cone, making the surface area radius (R) equal to Le + Dh/2 in all cases. Spacing for a single based on calculating the surface area radius 8 (R) according to Equation 6., Section 4.4. by setting the term 9 Ds (c) 5 00 0 - 1 and solving for Deow anchor, between anchors or from the center •••• of an anchor to a free edge are based on this Table 6. shows toe rginimun.%Racing •rye ��• fact. quired for full shea'r•rang develppmgnt capa-•• city for stock size Aachors m .. .. ...... various con- . Spacings for full embedment anchors are crete types and deN4ie.. . . .... . . . . Table 6. Spacing For Full Tension Capacity Devejp►prnent•••• ; Of Stock Size Headed Anchors ;••;•; •••.,. . .• Anchor Spacing (R) In inches ' ' •• • •••••• .. . . .... • • . . Anchor Normal Weight Concrete Sand Lightweight Concrete All lightweight Concrete Size 3000 psi 4000 psi 5000 psi 3000 psi 4000 psi 5000 psl 3000 psi 4000 psi 5000 psi 1/4 x 211/16 1.535 in. 1,330 in. 1.190 in. 1.808 in. 1.566 in. 1.401 in. 2.047 in. 1.774 in. 1.587 in. 1/4 x 41/8 1.535 1.330 1.190 1.808 1.566 1.401 2.047 1.774 1.587 % x 41/8 2.305 1.997 1.786 2.712 2.348 2.100 3.073 2.662 2.381 % x 61/8 2.305 1.997 1.786 2.712 2.348 2.100 3.073 2.662 2.381 1/2,x 21/8 2.188 2.188 2.188 2.188 2.188 2.188 2.188 2.188 2.188 1/2x 31/8 3.188 3.188 3.188 3.188 3.188 3.188 3.188 3.188 3.188 1/2'x 41/8 3.070 2.661 2.380 3.613 3.131 2.800 4.096 3.548 3.174 1/2 x 55/16 3_07Q 2.F 1 2.380 3.613 3.131 2.800 4.096 3.548 3.174 1/2 x 61/8 - �3.070. 2.66)1 2.380 3.613 3.131 2.800 - 4.096 3.548 3.174 1/2 x 81/8 3.070 2.661 2.380 3.613 3.131 2.800 4.096 3.548 3.174 % x 2?-1/16 2.813 2.813 2.813 2.813 2.813 2.813 2.813 2.813 2.813 % x 69/16 ,3.84 3.327--.__..2.976 4.520 3.914 3.500 5.122 4.436 3.968 % x 83/16 3.843 3.327 2.976 4.520 3.914 3.500 5.122 4.436 3.968 3/4 x 33/16 3.250 3.250 •3.250 3.250 3.250 3.250 3.250 3.250' 3.250 3/4 x 311/16 3.750 3.750 3.750 3.750 3.750 3.750 3.750 3.750 3.750 3 x 43/i6 0 4-250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4 x 5x 5/16 B Q!4�6 3.992 . 3.571 5.250 5.250 5.250 5.250 5.250 5.250 _G3 3/4 x ,� 3.992 - 3.571 5.424 4.697 4.201 6.147 5.323 4.761 3/4 x 73/16 4.610 3.992 3.571 5.424 4.697 4.201 6.147 5.323 4.761 3/4 x 83/16 4.610, , 3.992 3.571,. 5.424 4.697 4.201 6.147 5.323 4.761 7/8x31y16 3.813 3.813 3.813 3.813 3.813 3.813 3.813 3.813 3.813 7/8 x 43/16 4.313 4.313 4.313 4.313 4.313 4.313 4.313 4.313 4.313 7/8 x 53/16 5.313 5.313 5.313 5.313 - 5.313 5.313 5.313 5.313 5.313 7/8 x 63/76 5.377 4.657 4.167 6.313 6.313 4.901 6.313 6.313 6.313 7/8 x 73/16 5.377 4.657 4.167 6.326 5.479 4.901 7.169 6.210 5.555 7/8 x 83/16 5.377 4.657 4.167 6.326 5.479 4.901 7.169 6.210 5.555 213 S Minimum spacing for single anchor = 2R 2A Minimum spacing between anchors = 2R 12 Minimum spacing, center of anchor to free edge = 1 R Table 9. Single Reduction Values For Various Edge Distances in 3000 Psi Normal Weight Concrete Tension Anchor Radius Capacityi2.1 Size N.W.C.11.1 Kips �sdt%:wit.�g�'�er��10�t Cape�li {Kspa Distance From Center Of Anchor To Free Edge (Inches) De Atc 0.5 1.0 1.5 2.0 - 2.5 , 3.0 3.5 _(4.0) 4.5 - 1/4 x 211/15 1.535 in. 2.65 14.2 1.18 .73 .24 0 0 0 0 • . .e ; 0 0 • 1/, x 41/8 1.535 2.65 14.2 1.18 .73 .24 0 0 `- 0 0 000000 % x 41/8 2.305 5.96 32.0 3.02 2.32 1.65 .92 0 0 0 000100 0 % x 61/8 2.305 5.96 32.0 3.02 2.32 1.65 .92 0 0 0 • 0 • 0 1/2 x 21/8 2.188 3.75 20.1 - 1.58 1.05 .46 0 0 0 • • •Q • • 0 1/2 x 31/8 3.188 8.20 44.0 - 4.02 3.30 2.52 1.68 .78 0 • 0 • id_, 0 0 1/2 x 41/8 3.070 10.60 56.9 - 4.72 3.85 2.94 1.97 .96 0 • " (t• 0 1/2 x 5�f,8 3.070 10.60 56.9 - 4.72 3.85 2.94 1.97 .96 0 1/2 x 61/8 3.070 10.60 56.9 - 4.72 3.85 2:94.1 1.97 .96 0 :0 0 • ; 0 1/2 x 81/8 3.070 10.60 56.9 - 4.72 3.85 2.94 1.97 .96 0 • 0 • 0 6/8 x 211/18 2.813 6/8 x 611/1s==3.843 - 6.22 16:56 - 33.3 88.9 - - 2.95 7.89... 2.31 6.82 1.60 t-3 - .69 4.57 0 3.38 0 2.13 ; ��•' • ���Q . • 0 0 5jB is 83J,6 3.843 16.56 88.9 - 7.89 6.82 5.72 4.57 3.38 2.13 0 0 3/4 x 3:'16 3.250 8.41 45.2 - - 3.47 2.69 1.84 .92 0. 0 0 3/, x 311/16 3.750 11.31 60.7 - - 5.01 4.14 3.19 2.19 1.12 0 0 x 4 , 3/, x 1 16 4.250 5.250 48 ' 78.5 120.6 - - - - 6.81 11.14 5.84 9.98 4.8r t3'.76 3.71 7._48 2.55 6.13 1. 3 QQQ 72 3.6 0' 3.25 '2.1,5 3, x i6 4.610 23.86•'- - 128.1 - - 10.61 9.32' 7.99 6.6t 5.17_ ,,r � ' '- 3/4 x 73/16 4.610 23.86 128 1 - - 10.61 9.32 7.99 6.61 5.17 -. 2.15 3/4 x 83/16 4.610 23..96 • 128.1 - - 10.61 9.32 7.99 6.61 5.17 3.69 2.15 % x 311/16 3.813 11.63 62.4 - - 5.24 4.36 3.40 2.40 1.31 0 0 % x 43/,s 4.313 15.00 80.5 - - 7.07 6.09 5.05 3.94 2.77 1.55 0 7/8 x 53/16 5.313 22.96 123.2 - - 11.48 10.32 9.09 7.80 6.44 5.04 3.56 7/8 x 6Y16 5.377 32.47 174.4 - - 15.18 13.70 12.18 10.61 9.00 7.33 5.62 % x 73/16 5.377 32.47 174.4 - - 15.18 13.70 12.18 10.61 9.00 7.33 5.62 7A x 83/18 5.377 $2.47 174.4 - - 15.18 13.70 12.18 10.61 9.00 7.33_ 5.62 •••• 5.0 • •0 • 0• • •• •• 0• • 0 • ••O••• • Sr. •6 0• ••0 • • • • • 0•• •e•• ••Q••• 0 0 1.72 0 0 0 0 0 2.02 3.84 3.84 3.64 Notes: (.1) Radius Or R From Table 6., Section 4.6. (2.) Tension Capacity Puc Or Pue From Table 4., Section 4.5. �...� Table 10. Single Reduction Values For Various Edge Distances In 4000 Psi Normal Weight Concrete Reduction To Tension Capacity (hips) Distance From Center Of Anchor To Free Edge (Inches) Tension De Anchor Size . Radius N.W.C.11.' Capacity12.) Kips Asc 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 '/4 x 211/1B 1.330 in. 2.65 12.3 1.15 .65 0 0 0 0 0 0 0 0 0 0 0/ 0 0 0 0 0 1/4 x 41/s 1.330 2.65 12.3 1.15 .65 ifs x 41/8 1.997 5.96 27.7 2.92 2.22 1.47 0 0 0 0 0 0 0 0 0 0 0 % x 61/8 1.997 5.96 27.7 2.92 2.22 1.47 0 0 0 1/2 x 21/8 2.188 4.33 20.1 - 1.82 1.22 .53 0 0 0 0 0 0 0 0 0 - 1/2 x 31/8 3.188 9.46 44.0 4.64 3.81 2.91 1.94 .89 0 0 0 0 0 - ) 1/2 x 41/8 1/2 x 55/15 2.661 2.661 10.60 10.60 49.3 49.3 - 4.59 3.63 2.62 1.55 4.59 3.63 2.62 1.55 0 0 0 0 0 0 I � 1/2 x 61/8 2.661 10.60 49.3 _ 4.59 3.63 2.62 1.55 0 0 0 0 0 0 0 0 1/2 x 81/8 2.661 10.60 49.3 - 4.59 3.63 2.62 1.55 0 0 % x 21 t/, 6 2.813 7.18 33.3 - 3.41 2.66 1.85 .80 0` 0 0 0 0 0 0 0 fife x 69/18 3.327 16.56 77.0 - 7.75 6.58 5.36 4.09 ,2.76 2.76 0 0 0 0 0 % x 8Y16 3.327 16.56 77.0 7.75 6.68 5.36 4.09 3/4 x 33/1b 3.250 9.71 45.2 _ 4.00 3.10 2.12 1.06 0 0 0 0 0 0 0 3/4 x 371/16 3.750 13.05 60.7 78:5 - - 5.7a 4.77 3.68 - - 7.85 6.73 5.54 2.52 4.28 1.29 2.94 1.52 0 0 314 x 4Y16 :x 53/16 4.250 3.992 16.87 23.86• 111.0 - 10.35' 8.92 7.44 5.91 4.33 0 0 0 /4 3 x 6?16 3.992 23.86 111.0 - - 10.35 8.92 7.44 5.91 4.33 0 0 0 0 0 3/4 x 73/16 3.992 23.86 111.0 - - 10.35 8.9 7.44 5.91 4.33 0 0 3/4 x 83/16 3.992 23.86' 111.0 - - 10.35 8.92 7.44 5.91 4.33 0 0 7/8 x 317/16 3.813 13.43 62.4 _ _ 6.04 5.02 3.92 2.76 1.51 0 1.79 0 0 0 0 w-; 7/8 x 43/16 7/8 x 53/16 4.313 5.313 17.30 26.49 80.5 123.2 8.15 7.03 5.83 - 13.24 11.90 10.49 4.54 8.99 3.20 7.43 5.81 6.19 4.10 4.29 2.32 0 % x 63/18 4.657 32.47 151.0 _ - 14.88 13.24 11.55 9.82 8.03 % x TN 4.657 32.47 151.0 - - 14.88 13.24 11.55 9.82 8.03 6.19 4.29 0 7/8 x 83f,6 4.657 32.47 151.0 - - 14.88 13.24 11.55 9.82 8.03 6.19 4.29 0 ' Notes: (1.) Radius Or R From Table 6., Section 4.6. 4.5. (2.) Tension Capacity Puc of Pue From Table 4., Section 17 Table 1 5. Full Embedment Shear Capacities Of Headed Anchors ConaHe WMr Capacity (sue) Klp,i A.W. (2.) Anchor (1.) Length H/Ds Sue (3.) Normal Concrete (145 pcf) Lightweight Concrete (110 pcf) Size (10.) (No. of Dia.) (Kips) f'c = 3000 psi f c = 4000 psi Pc = 5000 psi f c • 30M psi f'c = 4000 psi l'c = 5000 pat %. x 2''/,s 2q,4 10.25 2.65 2.22 2.59 2.65 1.85 216 204106 %, x 4'/4 4 16.00 2.65 2.22 2.59 2.65 1.85 2.16 s2 41 • % x 4'/e 4 10.87 5.96 498 579 596 4 14 '05. 5V • a % x 8% 6 16.00 5.96 4.98 579 596 4.14 • a4 83• Sall • y,x2'/r 2 4.00 10.60 887 10.33 10.60 739 0•a6Va a9"a•• ,h x 3 %. 3 6.00 10.80 8.87 10.33 10.60 7.39 661 964 1h x 4 ye 4 8.00 10.60 6.87� 1033 1060 7.39 a • a #LA • 964 • y, x 5j , 5y,s 10.37 10.60 8.87 1033 10.60 739 • a led 09.64 a x 6%) ---- -- 8 -- ---- 12.00 10.60- -_ 6.871 10.33 1060 739 • 8610 �fi a • • -'h x 8 % 8 18.00 10.60 8.87 10.33 1080 739 • • 5.84 49.64 % x 21yu 21/2 4.00 16.56 13.89 16.19 16.56 11.57 • • ala49a 15db • a % x 6%. 6% 10.20 16.58 13.89 16.19 1656 11.57 13,490 15.10 9 0 yiY- 8y,4.- ---- 8 - 12.80 .._.._._.._. _._ 16.56 "-...(_13-.89 ... .. 16.19 12 11.57 as 1f.4J 1516 • 3S x 33/,$ 3 4.00 23.86 19.99 23.3 23,88 '\ 16.61 a • 41s7.42• 21.73 • };x311/q 3'% 4.87 23.88 19.99 233 23.86 16.67 1Y42a Wi73 a x' - 4 5.33. 23.86 19.99 23.3 23.86 16.67 1942 • z 5ys 5 ' 8.67 23.88 19.94 ' 233 2386 1667 • 19 4t f!1 73 • a y, x �s 7y,$ 6 _ - 7 - -- 8.00 9.33 - _ 23.86 23.86 19 99. 19.99 23.3 23.3 23.66 23.86 16 67 1667 • f420 a �9 42a 21 j� S7 a a % x y' x 8y,4 8 ___---.-10.67 - -- 23.86._-- yt�9G� 233 23,86 1667 1942 41 a 2101/ a • % x 31%,s 3'% 4.00 32.47 27.19 3169 2266 2641 2955 x 4y,4 4 4.57 32.47 27 19 31.69 3247 2266 2641 2955 b x 5y„ 5 5.71 32.47 27.19 31.69 3247 22 66 2641 2955 % x 6y,4 6 6.86 32.47 27.19 3169 3247 2266 2641 2955 % x 7y,& 7 8.00 32.47 27 19 31.69 3247 2266 2641 29.55 % x 8y4 8 9.14 32 d7 27.19 31.69 ` 32,47 22.66 26.41 29.55 NOTES 11.) Stock Anchor Sizes (3.) Sue • Ultimate Stud Embedded Sheer Strength_ (2 ) A W. Length - Length Alter Welding Sue = .9 Asls, where Suc + Sue. Sue Controls ' 5.2 Spacing For Development Of Full Shear capacity. There are two' basic failure modes for studs subject tt.pure shear forces. In the first, the concrete capacity exceeds the anchor ca- pacity and failure occurs in the anchor. The second failure mode occurs when the anchor capacity exceeds the concrete capacity. From the 011gaard, Slutter and Fisher investiga- tion(9'), failure occurs in a wedge shaped section pulled from the concrete and is pre- ceeded by localized crushing ahead of the stud, bending in the stud and cracking ex- tending at an angle from under the stud head behind the stud to the concrete - steel interface. This failure is somewhat different from the large conical type failures that occur in tension loading, and is relatively unaffected by stud length or stud spacing as compared with tension loading. Spacing to develop full sh mar capacity is influenced by the fc": factors with Case B. assuming higj ', importance. A. Spacing between anc. u in a group or with regard to boundary conditions on anchors without a free edge in the direc- tion of the shear force. B. Spacing between anchors and distance from a free edge of anchors at an edge subject to shear force. As long as the anchor has no free edge in the direction of the shear force, Case A. applies, and spacings are governed by the H/Ds ratio. A spacing equal to the ratio of 4.0 is satisfactory to develop the full poten- tial shear capacity of a headed anchor. Table 16., which. follows, shows the full spacing requirements. Free edge conditions in the direction of the shear force are covered in Section 5.3.2. 1 22 ; �� �a^�� � `.)_-{.,-'� �f"t� � fit', � ��a ✓C^��T ��� �`�,✓ ��'� •�•�' U 11 11 1 Table 17. Single Reduction Values To Shear Capacity For Various Edge Distances In 145 pcf Normal Weight Concrete f'c = 3000 psi ed+�cftq"rt �o g}iea� '�2'apaclty'"{Kipej Distance From Center Of • • • • • • • • •••• •.•.•. • Shear 12.) Anchor To Free Edge . •• 41 • • • • Anchor Radius's.' Afc Capacity in Inches (DE) � • • • ' � • • .; • • 0000 Size (in.) (Sq.In.) Kips 0.5 1.0 1.5 2.0 4 • 1/4 x 211/16 0.5 2.4 2.22 0 0 0 0 •••••• • • see •• • • y�x41/6 0.5 2.4 2.22 0. 0 0 0 0• Go •••••• ••••• %x41/a 0.75 5.5 4.98 2.09 0 0 .0 0 • • • • 0000 oo:•• % x 61/a 0.75 5.5 4.98 2.09 0 0 • • • •••••• 1/2 x 21/6 1.00 9.7 8.87 4.27 0 _0 0 •• •• • •• • 1/2 x 31/8 1.00 9.7 8.87 4.27 0 0 0 • • • • • • • • 1/zx41/8 1.00 9.7 8.87' 4.27" 0 0 0 0 i •• 00 ••'••• 1/2x5Y,e 1.00 9.7' 8.67 - -4.27 0 0 0 ••0 • ••••• • • 1/2 x61/8 1.00 9.7 8,87 4.27 0 0 6 : •�• • 1/2 x 81/8 1.00 9.7 8.87 4.27 0 0 0 • • • %x211/,6 1.25 15.2 13.89 - 5.04 0 .0 ••••, %x 6Yi8 1,25 15.2 13.89• - 5.04 0 0 % x 8y s 1.25 15.2 13.89 - 5.04 0, 0 3/4 x 3:N 1.50 20.9 19.99 - 7.78 0 0 2/4 x 3 f 1/16 1.50 20.9 19.99 - 7.78 0 0 3/, x 4Y,6 1.50 20.9 20.9 19.99 19.99 - 7.78 0 0 - 7.78 0 0 at d- /1 V x , 1.50 1.50 20.9 - 7.78 - 0 0 3/4 x t6 .99 3/4 x 7Y16 1.50 20.9 19.99 - 718 0, 0 3 x 82/,6 ,1.50 -20.9 !-- 19.99 - 7.78 0 0 7/a x 311/16 1.75 28.0 27.19 - 11.42 8.06 0 7/8 x42/16 - 1.75 28.0 27.19 - 11.42 8.06 0 % x 5:16 1.75 28.0 27.19 - 11.42' 8.06 0 7/8 x 6Y,6 1.75 28.0 27.19 - 11.42 8.06 0 7/, x 7Y,6 1.75 28.0 27.19 - 11.42 8.06 0 % x 8:Y16 1.75 28.0 27.19 - 11.42 8.06 0 ' Notes: 1. Radius Or R From Table 16., Section 5.2. _ 2. Shear Capacity Suc Or Sue From Table 15., Section 5.1. Table 18. Single Reduction Values To Shear Capacity For J Various Edge Distances In 145 pcf Normal Weight Concrete f'c = 4000 psi Reduction To Shear Capacity (Kips) Distance From Center Of -� Shear 12.1 Anchor To Free Edge Anchor Radius's.' Afc Capacity In Inches (De) Size (in.) (Sq.In.) (Kips) 0.5 1.0 1.5 2.0 1/4 x 211/16 0.5 2.4 2.59 0 0 0 0 1/4 x 41/8 0.5 2.4 2.59 0 0 0 0 x/,, x 41/8 0.75 5.5 5.79 2.43 0 0 0 % x 61/8 0.75 5.5 5.79 2.43 0 0 0 1/2 x 2'/8 1.00 9.7 10.33 4.97 0 0 0 1/2 x 31/8 1.00 9.7 10.33 4.97 0 0 0 1/2 x 41/8 1.00 9.7 10.33 4.97 0 0 0 '/2 x 56/,6 1.00 9.7 10.33 4.97 0 0 0 '/2 x 61/8 1.00 9.7 10.33 4.97 0 0 0 1/2 x 81/e 1.00 9.7 10.33 4.97 0 0 0 % x 211/16 1.25 15.2 16.19 - 5.66 0 0 % x 68/16 1.25 15.2 16.19 - 5.66 0 0 % x 8Y16 1.25 15.2 16.19 - 5.66 0 0 3/4 x 3)'16 1.50 20.9 23.30 - 9.06 0 0 Y, x 311/,6 1.50 20.9 23.30 - 9.06 0 0 3/, x 4�16 1.50 20.9 23.30 - 9.06 0 0 '/4 x5)',6 1.50 20.9 23.30 - 9.06 0 0 2/4 x 6Yt6 1.50 20.9 23.30 - 9.06 0 0 3/4 x 7T16. 1.50 20.9 23.30 - 9.06 0 0 2/4 x 8TIO 1.50 20.9 23.30 - 9.06 0 0 % x 371/16 1.75 28.0 31.69 - 13.30 9.39 0 % x 4Y16 1.75 28.0 31.69 - 13.30 9.39 0 % x 5T,6 1.75 28.0 31.69 - 13.30 9.39 0 % x 6-'16. 1.75 28.0 31.69 - 13.30 9.39 0 % x 7T,: 1.75 28.0 31.69 - 13.30 9.30� 0 % x 8Y16 1.75 28.0 31.69 ` - 13.30 9.39 0 Notes: 1. Radius Or R From Table 16., Section 5.2. 2. Shtw Capacity Sue Or Sue From Table 15.. Section 5.t