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RC-19-1363Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date: 07/29/2019 Parcel Number 1223 NE 102ND ST, Miami Shores, FL 33138 11320SO250140 Contacts Permit NO.. RC-06-19-1363 Permit Type: Building (Residential) Work Classification: Alteration Permit Status: Approved Expiration: 01/27/2020 Lemay Sanchez Owner DESIGN PLUS CONSTRUCTION LLC Contractor 1223 NE 102 ST, MIAMI SHORES, FL 33138 DUNIEL DEL PINO Mobile: 7865140776 lemaysanchez@gmail.com 5351 SW 4 ST, CORAL GABLES, FL 33134 Business:7868620137 DPCONSTRUCTIONFLORIDA@GMAIL.0 Mobile: 7864401333 OM Description: LOUVERED PATIO COVER Valuation: $ 10,500.00 Inspection nests: 305-eclion R9 Total Sq Feet: 158.00 Fees Amount Application Fee - Other $50.00 CCF $6.60 DBPR Fee $4.72 DCA Fee $3.15 Education Surcharge $2.20 Permit Fee $265.00 Scanning Fee $9.00 Structural Review ($90) $90.00 Technology Fee $7.88 Tota I : $438.55 Payments Total Fees Credit Card Credit Card Amount Due: Date Paid Amt Paid $438.55 06/13/2019 $50.00 07/29/2019 $388.55 $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I e responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECT CAL, P UMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID V'T: I certifat II the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construc Qn and zoning. u h9(more, I authorize the above named contractor to do the work stated. Authorized Signatur4-$wner / Applicant / Contractor / Agent Date July 29, 2019 Page 2 of 2 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 BUILDING PER IT APPLICATION BUILDING ❑ ELECTRIC ❑ROOFING ❑PLUMBING [:]MECHANICAL [:]PUBLICWORKS JOB ADDRESS: /7i Z 3 N — 10 Z. S t U N 13 2.019 FBCU61---- 201� " (I - Master Permit No. - �� s Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: a Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Ld" %m <k1', CIL 4- Z Phone#: / 9 0 _] 6 Address: l 2,-1, 1 Nf- �0 2 - —5 -"- City: 'U "Awl 1 S Ihyy S State: !' �-- Zip: -3_ 3 �E2 Tenant/Lessee Name: Phone#: -7`--/ •7 !/'-0?- ?-(0 .�"1r�L4/�<L0�2 CONTRACTOR: Company Name: Address: 6�3SJ City: le?0/ ( 6L!kz Qualifier Name:�XQi1 'Oh, LLB Phone#: AG — X2"0,37 Zip:��'✓7 gAd6k Phone#: ty"L�UU�%333 State Certification or Registration M C&;(-9, 1 �27r11 Certificate of Competency #: DESIGNER: Architect/Engineer: hone#: Address: City: State: Zip: Value of Work for this Permit: $ �� J �Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration / � New ❑ Repair/Replace ❑ Demolition Description of Work: za) V �c K -1 i o '0y e"--- Specify color of color tr tile: Submittal Fee $ ?C4 1 Permit Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 2 & e (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 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement st e posted at the job site for the first inspection which occ en (7) days after the building permit is issued. In the absen - o such posted notice, the inspection will not prove nd a r nspection fee will be charged. Signature Signature Owner or Agent o tractor The foregoing instrument was acknowledged before me this J10 day of 20 �, by ref who is personally known to me or who has prod ed As identification NOTARY PUBLIC: Sign: Print: The foregoing ins ent was knowledged before me this % 0 day of 20 by Niv1I'd GC Z oof't-0 /NC who is personally known to me or who has produced did take an oath. as identification and whpXid take an oath. NOTARY Sign: V State of Florida b Print: a• , Y Commission GG 27�33a `(' L.Y �liblic .State of Florida My Commission Expires: ,'ior� My Comm. Expires Nov t8, 2022 My Commis mmission p GG 277334 Bonded through National Notary Assn. a n. mm. Expires Nov 18, 202Z Boough National Notary Assn. APPROVED BY 1 Plans Examiner 4 Zoning Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Clerk DESIGN PLUS CONSTRUCTION, LLC Date: 0d ��� . State of County of A//&U1 Before me this day personally appeared �Z�nlel,,Iel who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: Ive .�o� sari ��, 3��-v Sworn to (or affirmed) and subscribed before me this day of .20� Personally OR produc—ed7Vrioduced ation Type of Identificatio GISEL HERNANDEZ BAYOLL Notary Public - State of Florida 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-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption 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 ins ace covxjaK from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW Y U A KNO LEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this 13r*1day of J 0 tl�A 120 (1. By `Q AAA Y1C U?_ who is personall known to me or has produced r'1 V�Q v I 1 1R S as identification. ```O Notary: SEAL: NGG 2372ii ; 0 1223 NC- (OZ Q+. J AP+CL�. l— I OUVFPS MADE Cu APT by AXIS CONCEPTS INC. 2029 OPPORTUNITY DR. STE 1, ROSEVILLE, CA. 95678 To whom it may concern, The Apollo louver roof system uses a motor controller which operates at 24V through the internal 120V to 24V power supply. It uses a typical UL Listed 14/3 waterproof appliance cord and connects from the Apollo louver motor control box to the electrical UFI outdoor outlet typical of any appliance. The UL listing for the power supply unit is #RU E334687. Additional information regarding the UL listing may be found on the "UL" website here:.httips://ig.ul.com/ul/­­`cerf.asox? U LID= 102937318. Please see the attached specifications document. For any questions please feel free to contact us directly at 1-866-241-2792. Sincerely, George GEORGE PETERSEN PRESIDENT I AXIS CONCEPTS INC. MANUFACTURE OF THE APOLLO OPENING ROOF SYSTEM PHONE 866.241.2792 I I APOLLO i LOUVEP5 MADE SMAPT APOLLO OPENING ROOF SYSTEM Apollo WhisperTech Powerfully Quiet Motion • Reliable & Proven: Through testing & usage • Powerful: Up to 450lbs dynamic load • Extended Life: 10,000 Cycles • Quiet, Smooth Operation: Nearly silent less than 45 dBA • Seals ensure IP67 environmental protection • Rain sensor option available • One touch control: Up to 8 Apollo Bays • Made in the USA! Powerfully Quiet Motion The new Apollo WhisperTech operation system is our greatest technological advancement of the last 4 years. After extensive development and testing we are excited to finally launch the Apollo WhisperTech operation system. The new system boasts an extremely quiet yet powerful motor with a state of the art high tech remote control system. Our durable new motor has over 400lbs of loading capacity. Making it nearly 3 times more powerful than our previous motor and is encased by a sleek compact housing. The collective result is a system that meets the quality standards of Apollo Opening Roof. Also, we are proud to say that the new Apollo Opening Roof system is 100% made in the USA. Exceptionally Quiet Apollo Opening Roof System's new motors boast a low sound level of less than 45 dBA, about the same as an average library. This quiet, consistent low sound level is conducive to optimal outdoor living and provides unobtrusive linear motion in an elegant package. Remote Control Versatility The brains behind the Apollo control system is the high tech remote operation system. In addition to controlling the system with one -touch start and stop controls a single remote can control as many as 8 Apollo Bays. One bay may be controlled individually or the select "ALL" command operates all of the bays in the system at once. The optional Rain Sensor is now available which will allow the system to close automatically upon detection of rain. Internet automation is also an added optional feature. Environmental Protection The motor is able to operate in harsh conditions where it is exposed to washdown, rain, dust, or other particulate without the use of any additional cover. The Apollo Opening Roof System motor is rated for protection class IP67. Maintenance Free Apollo Opening Roof System's new motor is unique in that it requires zero maintenance throughout the entire life of the motor. The average life is 10,000 cycles (one full stroke back and forth) at the maximum load. Once properly installed, the new Apollo motor will provide trouble -free operation with zero maintenance, thereby reducing the total cost of ownership and enhancing enjoyment. Extra Certifications & Standards Apollo's new motor is designed to meet all relevant certificates and is built in accordance with ISO 9000. That means it is both UL & CE certified. Apollo Opening Roof SystemTM 1 866-241-2792 1 info@ApolloOpeningRoof.com I www.ApolloOpeningRoof.com OPENING ROOF SYSTEM APOLLO Apollo WhisperTech Powerfully Quiet Motion • Reliable & Proven: Through testing & usage • Powerful: Up to 450lbs dynamic load • Extended Life: 10,000 Cycles • Quiet, Smooth Operation: Nearly silent less than 45 dBA • Seals ensure IP67 environmental protection • Rain sensor option available • One touch control: Up to 8 Apollo Bays • Made in the USA! Powerfully Quiet Motion The new Apollo WhisperTech operation system is our greatest technological advancement of the last 4 years. After extensive development and testing we are excited to finally launch the Apollo WhisperTech operation system. The new system boasts an extremely quiet yet powerful motor with a state of the art high tech remote control system. Our durable new motor has over 400lbs of loading capacity. Making it nearly 3 times more powerful than our previous motor and is encased by a sleek compact housing. The collective result is a system that meets the quality standards of Apollo Opening Roof. Also, we are proud to say that the new Apollo Opening Roof system is 100% made in the USA. Exceptionally Quiet Apollo Opening Roof System's new motors boast a low sound level of less than 45 dBA, about the same as an average library. This quiet, consistent low sound level is conducive to optimal outdoor living and provides unobtrusive linear motion in an elegant package. Remote Control Versatility The brains behind the Apollo control system is the high tech remote operation system. In addition to controlling the system with one -touch start and stop controls a single remote can control as many as 8 Apollo Bays. One bay may be controlled individually or the select "ALL" command operates all of the bays in the system at once. The optional Rain Sensor is now available which will allow the system to close automatically upon detection of rain. Internet automation is also an added optional feature. Environmental Protection The motor is able to operate in harsh conditions where it is exposed to washdown, rain, dust, or other particulate without the use of any additional cover. The Apollo Opening Roof System motor is rated for protection class IP67. Maintenance Free Apollo Opening Roof System's new motor is unique in that it requires zero maintenance throughout the entire life of the motor. The average life is 10,000 cycles (one full stroke back and forth) at the maximum load. Once properly installed, the new Apollo motor will provide trouble -free operation with zero maintenance, thereby reducing the total cost of ownership and enhancing enjoyment. Extra Certifications & Standards Apollo's new motor is designed to meet all relevant certificates and is built in accordance with ISO 9000. That means it is both UL & CE certified. Apollo Opening Roof SystemTM 1 866-241-2792 1 info@ApolloOpeningRoof.com I www.ApolloOpeningRoof.com Specifications Specifications are subject to change without notice. It is the responsibility of the product user to determine the suitability of this product for a specific application. Technical Specification 2000N Voltage Input voltage [VDC] 12 24 Load Static load (Fx), maximum [N] 2000 (450 Ibs) Dynamic load (Fx), maximum [N] 2000 (450 Ibs) Stroke Stroke lengths, standard [cm] 110, 20, 30, 40, 50 Current Current consumption, rated load [A] 4.5 2.2 Current consumption, stall/in-rush [A] 14 8.0 I General data Speed, no load [mm/s] 5.8 (.23"/s) Speed, rated load [mm/s] 4.0 (.16" /s) Operating temperature limits [°C] -25 to +40 (-13F to 104F) Duty cycle, maximum [%] 10 Life, average [cycles] 10 000 Sound level [dBa] < 45 Lead screw type acme Protection class IP67 Certificates CE (EN60601-1) UL (UL60601-1) Features • Maintenance free • Very high sealing degree due to ultrasonic welding of enclosure • Washdown proof during operation • Can be submerged when not operating • Compact and light weight Options • Electronic limit switches (ELS)t • Anti rotation mechanism2 • Mounting adapters turned 900 Shuts off power at the end of stroke and all along the stroke at overload conditions. ELS is normally set for 120% of the rated dynamic maximum load. Prevents the extension tube from rotating if it is not fixed in the end. e N N i��i .IIILi rni liil •�: IC,I SOWNl.— (s) Apollo Opening Roof SystemTM 1 866-241-2792 1 info@ApolloOpeningRoof.com I www.ApolloOpeningRoof.com TEST RAIN SENSOR SEE DETAIL 'A" PAIR /�, Red -NC -Black -White SUNLIGHT Arronma, -.?„o--•,ma,-, �\ p su+x,c,+* \ l AC Power Brown -Hot Blue -Neutral Green -Earth Ground aPLJ SENSG3 SEE CEr.k'�'�; \ � \ 4 I I I onrokx II I -' ALOkJ / O II ' 'rcTw*oe 4 Tos+orok I II CONTROL BOX CONTROL BOX N.T.S. N.T.S. YELLOW �\ SENSING GROUND RED \POSITIVE 000 BLACK Ap��l GROUND � Wtilsp T� a~TPo­ CRAIN SENSOR 0 APOLLO WHISPERTECH MOTOR O` N.T.S. N.T.S. PRODUCT: MANU.`ACTURE: Control Box and Apollo Whlspertech Motor AXIS CO'JCEF'TU INC. -teComponentsJAPOLLO 2024 OPPO,.TIJN Y DR. I OPENING ROOFSYSTEM R05EVILLE, CA 95G78 IOF D�,E WWW APOBOOpwhgpod.com 8GG-24 I -2792 VZ'2016 r ` iT ACTUATD4 A'CTU�3A.TOR�3'ACTUATOR 2 C° O _>... 124V ..,.. ..... xrxx*xsan. 0. ... O Oo 0 0 E515 51 AN WELL 150W Single Output Switching Power Supply LPV- 1 50 series ■ Features • Constant voltage design • 90-132VAC input for LPVL-150 180-305VAC input for LPV-150 • Fully encapsulated with IP67 level (Note.8) • Class H power unit, no FG • Protections: Short circuit/Overload/Over voltage/ Over temperature • Fully isolated plastic case • Fanless design, cooling by free air convection • 100% full load burn -in test • Low cost, high reliability • Listed in UL Sign Component Manual (SAM) • Type "HL" for use in class I, Division 2 hazardous (Classified) location luminaires for LPVL-150 • 2 years warranty 0 IP67 F@„,.-,,, Mus C ■ Applications • LED channel letters • Indoor LED lighting • LED decorative lighting ■ Description LPV-150 and LPVL-150 are 150W single output power supplies that specifically and perfectly work for LED lighting and LED moving sign applications. As a class II power unit, these two series are housed with the UL 94V-0 rated flame retardant plastic enclosure. The IP67 design allows every model to fit the use at dry, damp and wet locations. Both series are constant voltage mode design that various models with 12V, 15V, 24V, 36V and 48V are offered for LPV-150 where as 12V and 24V are provided for LPVL-150. ■ Model Encoding LPV© -150 - 12 Output voltage Output wattage Blank: AC input range 180-305VAC L:AC input range 90-132VAC Series name f hpne: Pl".....,GEC _.1. .. Imu MEAN WELL 150W Single Output Switching Power Supply LPV- 1 50 series CPFCIFICAT!nN MODEL LPV❑-150.12 LPV-150.15 LPV❑-150.24 LPV-150-36 LPV-150-48 DC VOLTAGE 12V 15V 24V 36V 48V RATED CURRENT 10A 8A 6.3A 4.2A 3.2A CURRENT RANGE 0 -10A 0 - 8A 0 - 6.3A 0 - 4.2A 0 - 3.2A RATED POWER 120W 120W 151.2W 151.2W 153.61N RIPPLE & NOISE (max.) Note.2 200mVp-p 200mVp-p 200mVp-p 200mVp p 200mVp-p OUTPUT VOLTAGE TOLERANCE Note.3 ±5.0% LINE REGULATION ±1.0% LOAD REGULATION ±2.0% SETUP, RISE TIME Note.6 LPV-150: 500ms, 50ms / 230VAC 5DOms, 50ms 1277VAC; LPVL-150: 15OOms, 50ms 1115VAC HOLD UP TIME (Typ.) LPV-150: 18ms/230VAC 20ms/277VAC at full load; LPVL-150: 10ms1115VAC at full load VOLTAGE RANGE Note.4 LPV-150: 180 - 305VAC 254 - 431VDC; LPVL-150: 90-132VAC 254 - 37OVDC FREQUENCY RANGE 47 - 63Hz EFFICIENCY (Typ.) 87% 88% 89% 89% 90% AC CURRENT LPV-150: 1.7A1230VAC 1.5A/277VAC; LPVL-150: 3.OA/115VAC INRUSH CURRENT Blank type COLD START 6OA(twidth=900µs measured at 50% Ipeak) at 230VAC INPUT (Typ-) L type COLD START 75A(twidth=900ps measured at 50% Ipeak) at 115VAC MAX. No. of PSUs Blank type 2 units (circuit breaker of type B)13 units (circuit breaker of type C) at 230VAC on 16A CIRCUIT BREAKER L type 1 units (circuit breaker of type 8) 12 units (circuit breaker of type C) at 115VAC LEAKAGE CURRENT LPV-150: 0.25mA/ 240VAC LPVL-150:0.25mA/ 120VAC OVERLOAD 110 -150% rated output power Protection type : Hiccup mode, recovers automatically after fault condition is removed PROTECTION OVER VOLTAGE 13.5 -18V 17 - 25V 27 - 35V 40 - 49V 52 - 63V Protection type : Shut down olp voltage, re -power on to recover OVER TEMPERATURE Shut down o/p voltage, recovers automatically after temperature goes down WORKING TEMP, -25-+65"C(Refer to'DeratingCurve") WORKING HUMIDITY 20 - 90% RH non -condensing ENNRONMENT STORAGE TEMP., HUMIDITY 40-+80"C, 10 - 95% RH TEMP. COEFFICIENT ±0.03%/'C (0 - 40"C for LPV-150-12,15 and LPVL-150-12,24;0-50"C for LPV-150-24,36,48) VIBRATION 10 - 50OHz, 2G 1 Omin.11cycle, period for 60min. each along X, Y, Z axes SAFETY Blank type UL8750,CSAC22.2 No 250.13-12,UL879,CSAC22.2 No.207-M89,IP67 approved. Design refer to EN60950-1 STANDARDS L type UL8750(type"HL"),CSAC22.2 No 250.13-12,UL879,CSA C22.2 No.207-M89,IP67 approved WITHSTAND VOLTAGE I/P-O/P:3KVAC SAFETY & ISOLATION RESISTANCE I/P-O/P:>100M Ohms / 50OVDC 125"C/ 70% RH Blank type Compliance to EN55022 (CISPR22) Class B, EN61000-3-2 Class A(00% load), EN61000.3-3 EMC EMC EMISSION L type Compliance to FCC part 15 Blank type Compliance to EN61000-4-2,3,4,5,6,8,11; EN55024, light industry level, criteria A EMC IMMUNITY L type Design refer to IEC61000-4-2,3,4,5,6,8,11; light industry level, criteria A MTBF 703Khrs min. MIL-HDBK-217F (25°C) OTHERS DIMENSION 191'63-37.5mm (L'W'H) PACKING LPV-150:0.74Kg;20pcs/15.8Kg/0.95CUFT; LPVL-150:0.85Kg;20pcs/17Kg10.95CUFT NOTE 1. All parameters NOT specially mentioned are measured at 230VAC(115VAC for LPVL) input, rated load and 25'C of ambient temperature. 2. Ripple & noise are measured at 20MHz of bandwidth by using a 12" twisted pair -wire terminated with a 0.1 of & 47uf parallel capacitor. 3. Tolerance : includes set up tolerance, line regulation and load regulation. 4. Derating may be needed under low input voltage. Please check the static characteristics for more details. 5. The power supply is considered as a component that will be operated in combination with final equipment. Since EMC performance will be affected by the complete installation, the final equipment manufacturers must re -qualify EMC Directive on the complete installation again. 6. Length of set up time is measured at first cold start. Turning ON/OFF the power supply may lead to increase of the set up time. 7. The unit might not be suitable for lighting applications in EU countries. Please check with j our local authorities for the possible use of the unit. 8. Suitable for indoor use or outdoor use without direct sunlight exposure. 150W Single Output Switching Power Supply LPV- 1 50 series .■ Mechanical Specification AC/N(Blue) AC/L(Brown) W Recommend Mounting Direction '/T/Tl/%TT; ■ Block Diagram EMI FILTER IIP 0--+ & RECTIFIERS M- Derating Curve] X T case: Max. Case Temperature. Case No. LPC-150 Unit:mm -V(Red) -V(Black) PWM fosc: 47KHz +V -o -V "NG DETECTION O.L.P. CIRCUIT i0 LPV-150-24)50-1L2,15 36,48 10 10 . LPV- i0 -75 -15 0 15 30 40 50 60 65 IHI AMBIENT TEMPERATURE (°C) ■ Static Characteristics e 60 a 50 O J 40 IRIZONTAL) 180 190 200 210 220 230 240 250 260 270 280 305 (Blanktype) 90 100 105 120 130 132 (Ltype) INPUT VOLTAGE (V) 60Hz I�ORIDt' PERMIT ADDRESS: 1223 NE 102ND ST PARCEL: 1132050250140 Miami Shores, FL 33138 APPLICATION DATE: 06/13/2019 SQUARE FEET: 158.00 DESCRIPTION: LOUVERED PATIO COVER EXPIRATION DATE: 12/10/2019 VALUATION: $10,500.00 CONTACTS NAME COMPANY ADDRESS Contractor DUNIEL DEL PINO DESIGN PLUS CONSTRUCTION LLC 5351 SW 4 ST CORAL GABLES, FL 33134 Owner Lemay Sanchez 1223 NE 102 ST MIAMI SHORES, FL 33138 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Pending electrical approval. Electrical v.1 Requires Re -submit Michael DeVaney email: nu119 Correction: General - Michael DeVaney (6/17/19) - Not Resolved Corrective Action: N/A Planning v.1 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Structural v.1 Approved Orlando Blanco email: nu1116 July 03, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 fit �p�l, 11� t� SAT, �FcORIVA PERMIT ADDRESS: 1223 NE 102ND ST PARCEL: 1132050250140 Miami Shores, FL 33138 APPLICATION DATE: 06/13/2019 SQUARE FEET: 158.00 DESCRIPTION: LOUVERED PATIO COVER EXPIRATION DATE: 12/10/2019 VALUATION: $10,500.00 CONTACTS NAME COMPANY ADDRESS Contractor DUNIEL DEL PINO DESIGN PLUS CONSTRUCTION LLC 5351 SW 4 ST CORAL GABLES, FL 33134 Owner Lemay Sanchez 1223 NE 102 ST MIAMI SHORES, FL 33138 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Pending electrical approval. Electrical v.1 Requires Re -submit Michael DeVaney email: nul19 Correction: General - Michael DeVaney (6/17/19) - Not Resolved Corrective Action: N/A Planning v.1 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Structural v.1 Approved Orlando Blanco email: null16 July 03, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . a 1.0 20 • • • • • • *SCALE: 1" = 20' / LOT 1, BLOCK 186 . .• .. • • / • • • • • • • • • : • • — 15' MM (PIL 4Z PD 25 1 inch _ 20 ft. ••• ••• ••• ••• ••• ••• F.IP.3/' — — — — — NoID Ac+vA CO WO% f e Lot Areo,, 2Z•7S7o Nam" Covere,, f e AreA l•73� To+e•( Z N • �8 LEGEND (C) = Calculated CL. = Clear ii = Center Line SYMBOLS CONC. = Concrete CBS. = Concrete Block Stucco ® AIR CONDITIONER A = Delta ENC. = Encroachment ® CABLE TV F.F.EL. = Finish Floor Elevation 11111 CATCH BASIN F.I.P. = Found Iron Pipe `1b CONCRETE POLE F.I.R. = Found Iron Rod ® ELECTRIC BOX F.N. = Found Nail F.N&D. = Found Nail do Disc QS MANHOLE F.D.H. = Found Drill Hole ® WATER PUMP I.D. = Identification ® WATER HEATER L = Length ® WATER METER M = Monument Line q, WOOD POLE (M) = Measured O/L = On Line pO�D d EXISTING ELEVATION It = Property Line P y r -_� COVERED AREA P.C.(P) Plot Point of Curvature CHAIN LINK FENCE (C.LF.) P.B. = Plat Book METAL FENCE (M.F.) PG. -Page —a—OVERHEAD LINES R =Radius - ° PLASTIC FENCE (P.F.) (R) = Record WOOD FENCE (W.F.) R/W = Right of Way —"— WIRE FENCE (WR.F.) U.E. = Utility Easement ® CBS. WALL o / / I I... 9' ASPHALT bLOT 6, BLOCK 18, •:"AY* • f L5 F.I.P. 3/4' No IA. etl_ ���►'t �o� 0 loaf 10, 30' x IS 3 of !S 7 • S sq Ft COUe1fp. fe I W Z co FJP. 3/4' W No LD. o/S 1 yD.(M) D.2o' 6EST I Z 281.00' (M)(R) '895T� M R • • s' y1DewArk• — UP. 3/4' No I.D. w Cam 2e PARKWAY M ) n R �J� ale c+rlc,o,� 18' PAVOWIT 75' R/W N V �I V %1"• Ij in -f--- ----------------� ----- N.E. 102nd STREET 1-1 E 15 ALLfT (PA. 4�w25) IC 5.5' - 16.70' NoPI.D. /4� / 4.25' 4.; ONE-STORY WSI ENCE 11223 19.65' ll'aA;f ;' J;;nAAL -15M AW � M i I W - 201"Ai STRUCTURAL CALCULATIONS (BASED ON FLORIDA BUILDING CODE 2017, 6th EDITION) ALUMINUM ROOF FOR: LEMAY SANCHEZ 1223 NE 102nd ST MIAMI, FL 33138 CONTRACTOR: SUPREME ALUMINUM PROJECT NUMBER: 201963369 PREPARED BY Masood Hajali, P.E. LIC NUMBER: 82038 5300 NW 85T" AVE DORAL FL 33166 MAY 20TH, 2019 vim` AQ` . • ; �q °i No 82038 STATE OF 0R1, C: � I . 0 0 • TABLE OF CONTENT ALUMINUM ROOF FOR: LEMAY SANCHEZ 1223 NE 102nd ST MIAMI, FL 33138 CONTRACTOR: SUPREME ALUMINUM PROJECT NUMBER: 201963369 MIAMI DADE COUNTY . . .... ...... ...... .. . ...... .... . ..... ...... . . ..... .... .... ...... . . . . ...... 1. WIND ANALYSIS...................................................................................................1-3 2. COLUMN ANALYSIS.............................................................................................4-5 3. BEAM ANALYSIS..................................................................................................6-8 4. DEFLECTION ANALYSIS..........................................................................................9 SOO D� No 82038 o .• ATE O PROJECT: !INSULATED ROOF CLIENT: LEMAY SANCHEZ PAGE: 1 L'/ZlglllePvhg ADDRESS 1223 NE 102nd ST DESIGN BY: ':SA JOB NO.: '2019-58558 DATE: 06/11/19 REVIEW BY: MH INPUT DATA County: MiamkDade County Surface Roughness (B,C, of D) C Note'( B for Urban& Subsuban areas, C for open terrain with scattered obstructions, D for fiat, unobstructed areas and water surfaces) Exposure category (B, C or D, ASCE 7-10 26.7.3) C Note:( B for hs30ft& Surface Roughness=B. C for nor Bor D, D for Surface Roughness=D) Importance Category (I,II,III,IV) (ASCE 7-10 Table 1.5-2) II Importance factor (ASCE 7-10 Table 1.5-1) Iw = 1.00 Basic wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V = 175 mph Topographic factor K, = 0 Topographic factor KZ = 0 n Topographic factor K3 = 0 Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Ka = 1 Flat Building height to eave In. = 8.500 it hr \ he Building height to ridge hr = 8.500 It Building length L = 15.000 ft • j • Building width B = 10.00 ft • �• • • • • • • • • Roof angle e = 0.0 Rad= 0.0 Degree • • • • • • • • Enclosure Classification (Open, Partially Enclosed, Enclosed) Enclosed Open=A building having each wall at least 80 percent open, • • • • Effective area of components A = 85.00 • • • • • • • • • it, • • • • • • • • • Foundation thickness t= 4 inch • • • • • • • • DESIGN SUMMARY 0000 • • • • • • Max horizontal force normal to building length, L, face = 5995.13 lb •••••• • • • • ••••• Max horizontal force normal to building length, B, face = 3828.08 lb • • • • • Max total upward force =-6951.90 lb • • • • • • • • • • • • i • Foundation Area = 288 ftz • • • • • • lower found5tion thickness all Id ANALYSISVelocity pressure = 0.00256 Kr, Kn Kd VZ = 56.64 psf • • • • • • • ere: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, In, (Tab. 28.3-1, pg 299) = 0.85 See ASCE Table 28.3.1 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 See ASCE Table 26.6.1 In = mean roof height = 8.50 It 60 It Heigh limit [Satisfactory] (ASCE 7-10 26.2.1) < Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Pressure Exposure Coefficients, Kh and Kz 73-1 Terrain Exposure Constants Table 26.9-1 Height above ground level, z Exposure B C D Exposure a zg (ft) a b G ft m 0-15 04.6 0.7 0.85 1.03 B 7.0 1200 1/7.0 0.84 1/4.0 20 6.1 0.7 0.9 1.08 C 9.5 900 1 /9.5 1.00 1 /6.5 25 7.6 0.7 0.94 1.12 D 11.5 700 1 /11.5 1.07 1 /9.0 30 9.1 0.7 0.98 1.16 Exposure 6 c I e zmin (ft) 40 12.2 0.76 1.04 1.22 50 15.2 0.81 1.09 1.27 B 1 0.45 0.3 320 1/3.0 30 60 1 18 0.85 1.13 1.31 C 1 0.65 0.2 500 1/5.0 1 15 D 1 0.8 0.15 650 1/8.0 1 7 Notes: 1. The velocity pressure exposure coefficient Kz may be determined from the following formula: For 15ftsz5zg For z515It Kz=2.01 (zJzg)A(2/a) Kz=2.01 (15/zg)1(2/a) Note: z shall not be taken less than 30 feet in exposure B. 2. a and zg are tabulated in Table 26.9-1 3. Linear interpolation for intermediate values of height z is acceptable 4. Exposure categories are defined in Section 26.7. p = qh [(G Cef ){G CPi )] tin= minimum height used to ensure that the equivalent height Z is greater 0.6 h or zmin. ,r building with h<zmin, Z shall be taken az zmin. where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). p,,,;,, = 16 psf (ASCE 7-10 28.4.4) G C, f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1,page 258) 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] _ N Ip PROJECT: !INSULATED ROOF (/�J CLIENT: LEMAY SANCHEZ Engfh �inr� ADDRESS.1223 NE 102nd ST - ✓ JOB NO.: =E4 DATE : 06/11/19 Win Analysis or ow-riseBuilding Analysis or ow -rise <60 using Envelope Procedure, Based on 7-using nve ope roce ure, ased on 7- ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS Condituions: 1- The building is a simple diaphragm building as defi ned in Section 26.2. ok 2. The building is a low-rise building as defi ned in Section 26.2. ok 3. The building is enclosed as defi ned in Section 26.2 ok 4. The building is a regular -shaped building or structure as defi ned in Section 26.2. 5. The building is not classill ed as a fl exible building as deft ned in Section 26.2. 3. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to 7. The building has an approximately symmetrical cross-section in each direction with either a flat roof 3. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1 I he wind pressures are obtained directly from a table Area(Squarefeet) Case A Case B B= 0 B= 0 C= 76.5 C= 59.5 D= 0 D= 0 E= 30 E= 30 F= 30 F= 30 G= 45 G= 45 H= 45 H= 45 MEAN ROOF HEIGHT (FT) Figure: 28.6-1 ASCE 7-2010 3.00 ft PAGE:.2 DESIGN BY: 'SA REVIEW BY: MH Figure: 28.6-1 ASCE 7-2010 3.00 ft PAGE:.2 DESIGN BY: 'SA REVIEW BY: MH • • •••• •••••• •••••• •• • •••••• • • • •••••• // \• • • Of4000 • • ••••• • • • • • •• •• •••••• • • �40 • • • 0 • • •••••• 0 0 *00000 • • 7� • • • • • • • • 0 Main Wind Force Resistin System - Method 2 h s 60 FT Figure 28.6-1 Design Wind Pressures WALLS AND ROOFS Enclosed Buildings Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h=30 feet) zones Basic Wind Speed Roof AngleLCase Horizontal Pressures Vertical Pressures (mph) (degrees)A B C D E F !U23.8 1.1 51 1150 5 1 4. 160 200 56.2 7. 250 1 5 - -- -- -- -- -1 . 30° to 45° 45. 1. 5. ^ . 7. 180 assure wall K Root Horizontal ps ==> Walls Vertical (pst)==> KootS Wind Speed Load case A B C D E F G H 175 1 58.927-30.613 39.083-18.11975-70.75475-40.2325-49.308-31.18775 175 2 0 0 0 0 0 0-4.1528 0 A for Exposure B=1 PROJECT: INSULATED ROOF CLIENT: iLEMAY SANCHEZ PAGE: '3 `^'emu. W CONTRACTOR 1223 NE 102nd ST DESIGN BY: -Ali i DATE: 06/11/19 REVIEW BY: �Masood on 0 = ptable(EAF)(RF)Kzt Eq (30.7-1) RF = effective area reduction factor from Table 30.7-2 =AF = Exposure adjustment factor from Table 30.7-2 Reduction Factor Surface Area Minus Plus 1 A 2 27 -0 -0.98959184 N/A 3 9 -1 N/A 4 76.5 34 -0.82 -0.95928571 5 25.5 -0.92 -0.9905102 nrp. ra uctinn as t e tormula does not consider the oaard imic axis NalKeanF.c EI• -WaldAM ,o tyaw.-Ar. PQ w __. w 5 • •f1t tt7•ard Roof • • • • • • 3 •`: • • • • *00000 •••••• 0000 • • • • • • •••••• •••• • ••••• •••••• • • ••••• Roof and Wall Pressures-CoilhAonfA and Cladding• • • • • • • • • • fxposureAd)ustQlPflVic%p` • • • Exposure man a •f- •. 000000 up - xP xP r .1 0. 5 • 0000 • • 7M 150 1.7 •I •-• • • E�potw.6 140 0001 .1.1 1307% 12 120 0,792 1.125 • 1 Fx�tur. D• '• • • w r 1 0 6 775 1 137 (' 00 0768 1141 � t n n Ten 1 1e7 EaPwar.Adl1u ffl FM Roof Form Sign Pressure Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Flat Minus D D D C E Flat Plus NA NA NA D D Gable, Mansard Minus B C C C E Gable, Mansard Plus B B B D D Hip Minus B C C C E Hip Plus B B B D D Monoslo a Minus A B D C E Monoslo a Plus CI C I C D D Overhan s All A I A I B NA NA 7,61e 4n 7_9 ACf`G n7_7Mn Cnm nnncnfe ei Chrirlinn FYrH1-m C V (mph) 160 180 h(ft) Roof Form Load Case Zone Zone 1 2 3 4 5 1 2 3 4 5 1 -74.7 -117.3 -159.8 -51.1 -93.6 -94.6 -148.4 -202.3 -64.6 -118.5 Flat Roof 2 NA NA NA 51.1 51.1 NA NA NA 64.6 64.6 15 Gable Roof Mansard Roof 1 -55.8 -93.6 -140.9 -60.5 -93.6 -70.6 -118.5 -178.3 -76.6 -118.5 2 32.2 32.2 32.2 55.8 51.1 40.7 40.7 40.7 70.6 64.6 1 -51.1 88.9 -131.5 -60.5 -93.6 -112.5 -166.4 -76.6 -118.5 -79.8 Hip Roof 2 32.2 32.2 32.2 55.8 51.1 40.7 40.7 40.7 70.6 64.6 1 -65.3 -84.2 -145.6 -60.5 -93.6 -82.6 -106.5 -184.3 -76.6 -118.5 Monoslope Roof 2 27.4 27.4 27.4 1 55.8 55.8 34.7 1 34.7 34.7 1 70.6 1 70.6 Pressure (psf) Load case 1 (psf) -66.901 -112.28 1 -93.95 1 -72.581 -112.28 Load case 2 (psf) 38.58 1 38.575 38.575 66.9 61.225 PROJECT: INSULATED ROOF ' CLIENT: LEMAY SANCHEZ PAGE: ,4 �r ADDRESS 1223 NE 102nd ST DESIGN BY: iAli CEng&emhg JOB NO.: DATE: 06/11/19 REVIEW BY: Wasood Column height h_col 8.500 ft I Column Spacing S_col 15.000 ft Deal Load Roof 2 psf check Column Axial Load Tension P_col_Ten -1575 lb Column Axial Load Tension P_col_Comp 1725 lb Moment 962.7313 Ib.ft End conditions Fix -Fix Select Column Section 6X6X1/4 X-axis support (L Preliminary) Ld 102 in Weak -axis support (Purlins Spacing) Lb 180 in Goo* in • • • •••• • •••••• Modulus of Elasticity E 10100 ksi • • • • Safety Factor S.F. 1.95 • • • • •••••• •• • •••••• • width b 6 in •••••• • • • Web Thickness t_w 0.25 in b d tw • • • if A. • Ix Sx Px Flange Thickness t_f 0.25 in S2X4 2 4 0.046 • • • 0.100 0.762 2.000 1,0" • 6.600 Area 5.75 in^2 S2X5 2 5 0.059 • • • Q.116 0.919 3.644 I JU:•.1A93 I_xx 31.745 in^4 S2X6 2 6 0.05g1•••4.220 1.0%•04.Q60 1y9J4••J.j54 I_yy 31.745 in^4 S2X7 2 7 0.051 • • • Q.120 1.229 08.472 2.425 02.626 S2X8 2 8 0.07f •0124 1.847 16.557 4.441 A.994 S2X9 2 9 0.081 0.106 2.36J••37.16 6.1h3 •1.195 Allowable Moment Ma 169.312 kip.in Beam Depth d 6 in S2X10 2 10 0.09: .%74 3A3 42.282 81V..3.=46 Channel Flange Width be 6 in 040.25 4 4 0.250• • 0.250 3.75.0 08.$28 4.1114 1.134 Open -channel Properties (one side of SMB) 4X4X0.125 4 4 0.125 0.125 1.931F • 04.854 2.427 1.583 Channel Flange Width used for buckling bf 6 in 2X4X0.05" Hollow 2 4 0.050 0.050 0.701 1.4228 0.649 1.425 Web Height used for buckling hw 5.5 in 3X3X0.125 3 3 0.125 0.125 1.431 1.9672 1.3115 1.1724 Member Flange Width bm 5.5 in 3X3X0.09 3 3 0.090 0.090 1.088 1.5488 1.0328 1.1934 Total Area 5.750 in^2 3X3X0.25 3 3 0.250 0.250 2.750 3.49479 2.3299 1.1273 Web Area Area web 2.750 in^2 3X3X0.125 3 3 0.125 0.125 1.431 1.9672 1.3115 1.1724 Flange Area Area_flange 3 in^2 3X3X0.09 3 3 0.090 0.090 1.088 1.5488 1.0328 1.1934 Torsional Constant 1 47.52734 DEL S2X6 4 6 0.05 0.12 2.044 11.32 3.888 2.354 Section Modulus_xx S_xx 10.582 in^3 DEL S2X7 4 7 0.055 0.12 2.4574 16.9434 4.8508 2.626 Section Modulus_yy S_yy 10.582 in^3 DEL S2X8 4 8 0.072 0.224 3.6946 33.114 8.882 2.994 Radius of Gyration_xx r_xx 2.35 in DEL S2X9 4 9 0.082 0.306 4.714 54.32 12.246 3.395 Radius of Gyration_yy r_yy 2.35 in DEL S2X10 4 30 0.092 0.374 6.025 84.564 16.924 3.746 Bending Capacity Fb 115 ksi 5X5X1/8 5 5 0.125 0.125 2.437 9.661 3.864 1.991 Open Channel Properties in Weak Axis 5X5X1/4 5 5 0.25 0.25 4.75 17.911 7.165 1.942 channel -width in buckling bcf 5.75 in 6X6X1/8 6 6 0.125 0.125 2.938 16.906 5.635 2.399 Channel Height do 5.875 in 6X6X3/16 6 6 0.1875 0.188 4.359 24.573 8.191 2.374 Center of Gravity to Outer Fiber Distance C1 1.609 in 6X6X1/4 6 6 0.25 0.25 5.75 31.745 10.582 2.35 C2 4.391 in Channel Moment of Inertia lyc 10.50657 in^4 Radius of Gyration r_yc 1.90 in Area Channel Area_Channe 2.906 in^2 n Method Alloable Stress Design rial Aluminum Alloy 6005-T5 or 6061-T6 ed Aluminum Alloy No ate Tensile Stress Ftu 38 ksi tensile Stress Fty 35 ksi Compression Stress Fcy 35 ksi ate shear Stress Fsu 24 ksi Shear Stress Fsy 20 ksi Ciao PROJECT: i_INSULATED ROOF CLIENT : LEMAY SANCHEZ PAGE: 5 no ADDRESS ';1223 NE 102nd ST DESIGN BY: Ali JOB NO.: DATE: 06/11/19 REVIEW BY: 'Masood Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual factor of safety of buckling na 1.2 factor of safety of yeild strength ny 1.65 factor of safety of ultimate strength nu 1.95 (c) Allowable Stress (d) Type of Member or (a) Allowable Stress (b) Slenderness Limit Slendemms Between Slrndcrncss (e) Allowable Stress Type of stress Component F:q, Set Slendcmess 5 Sr S , S, and Sz Limit S2 Slcndcmcss z .S2 Compression in All columns" Eq. 6-7 Fes, nf� Fes. Bc 1 B D kL 1 — c kL _ C c natr • • • Columns, axial, gross k n, c kL kcnr, \ r J nu l r section — • • • nu Compression in Flat plates supported along Eq. 6-8 Fes, nrtF0, BF — I I B S.I D h) tj — P — b _ 1l"Pi — • k2 t,E • Components of one edge —columns kr» y b kc», »u l )I rep"'• b Columns, gross section buckling about a —_ • • • nil 5.1— � symmetry axis` t SADg • • • •t• • Flat plates supported along F_q. 6-9 F,), nnL FL, BF } I (111BF — 5.1 DP h I b • • ni E' • one aige--columns not kr ny, b kcn�, nu r J f •� t • • 2 about buckling a —= n 7 symmetry axis t 5. I Dv • • • • • r. t k_xx 1 assume most severe case k_yy 1 assume most severe case Slenderness in xx axis Sx=kL/r_xx Slenderness_ 43.40426 Slenderness in yy axis Sy=kL/r_yy Slenderness_ 43.40426 Maximum Slenderness Slenderness_ 43.40426 Maximum Allowable axial stress Fcm 14.73 ksi Member Elastic Buckling Fec 52.91 ksi ADM Eq. 4.7.4-3 Member Buckling between stitch screws (beam half) [ADM 3.4.7) k_channel 0.5 Slenderness —channel Slenderness_ 26.82293 Maximum Allowable axial stress Fch 16.82 ksi Local Web Buckling Specification 3.4.9 Slenderness web Slenderness_ 6.6 Maximum Allowable axial stress Fcw 21.00 ksi Local Elastic Buckling, Web Fcrw 893.9 ksi Specification 4.7.1 Local Flange Buckling Specification 3.4.8.1 Slenderness flange Slenderness_ 48 Maximum Allowable axial stress Fcf 0.86 ksi Local Elastic Buckling, Flange Fcrf 1.7 ksi Weighted Average: Web/Flange Local Buckling Fca 10.48958 ksi ADM 4.7.2 Fca=(Fcwtow+Fcf •Af)/A Member Buckling Elastic (ADM 4.7.4) F, = n2E/(kL/r)2 ksi (Eq. 4.7.4-3) Fec 52.91228 ksi Local and Member Buckling Interaction Fcr 1.7 ksi Specification 4.7.4 Frc 2.70 ksi Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fc 1.66 ksi Fa 9.56 kip Results Axial compression in Column: fa 1725 lb fa/Fa= 0.180363 <1, Satisfactory Combined Loading fb 1091.738 psi fa/Fa+fb/Fb= 0.190 <1, Satisfactory INSULATED ROOF CMG PROJECT: LEMAY SANCHEZ PAGE: 6 i'y`isP��"uz✓ CLIENT: 1223 NE 102nd ST DESIGN BY: tSA JOB NO.: 2019-58558 DATE: 06/11/19 REVIEW BY: MH Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2017 Allowable Span design Wind Indormation Horizontal Design Pressure (Windward): pw_wall 0 psf Horizontal Design Pressure (Leeward): pl_wall 0 psf Roof Pressure (solid roof) 40 psf r.. 'ii , 5 osf Frame Geometry Wall height leave height): heave 8.500 ft Center to center spacing mansard frames: Spacing 5.000 ft Design Calculations Horizontal force applied inward on Columns: w_col 0 kip/in Horizontal force applied inward on Beams: w_beam 0 kip/in Induced beam moment from windward on column: M_col_center 0 kip.in Induced beam moment from windward on column: M_beam 0 kip.in Induced beam moment from windward on column: M_col_side 0 kip.in Select Beam Properties Section 2X8X1/8 X-axis support (L Preliminary) Ld 108 in Weak -axis support (Purlins Spacing) Lb 60 in Flange Support Spacing_stitching 1 in Modulus of Elasticity E 10100 ksi Safety Factor S.F. 1.95 Allowable Stress Design (ASD) Load Combinations: D= Dead Load, L= Live Load, W= Wind Load Load Combinations: 1-D 2-D+L 3- D+W 4- D+0.75L+0.75W Eq 16-8 FBC Eq 16-9 FBC Eq 16-12 FBC Eq 16-15 FBC sees • • •• • sees sees•• •• • •e• • e••••• • • •••• b• rd !W 2X6XU% • 2 • 6 OAW* 2 4U 2 7• 0��• 2V)JIM, 2 • • • 0 2X8X114 2 8 0.25 DBL 8X8XV8 • 4 8 0.125 DBL 1X8X1/4 4 • • • e 0.2 4X X1/ • 4 e 10 0 3X8A198 • 3 • • 8 0.225 DBL 2X6X1/8 4 • • -6 0.125 DBL 2X7X1/8 4 7 0.125 DBL 3X8X1/8 6 8 0.125 S2X4 2 4 0.046 SZX5 2 5 0.050 S2X6 2 6 0.050 S2X7 2 7 0.055 S2X8 2 8 0.072 S2X9 2 9 0.082 S2X10 2 10 0.092 2X2X0.046" Hollow 2 2 1 0.046 2X3X0.05" Hollow 2 3 0.050 2X40.05" Hollow 2 4 0.050 3X3XO.125 3 3 0.125 3X3X0.09 3 3 0.090 Double S2X10 4 10 0.092 2X5XO.125 2 5 0.125 Double 2X5XO.125 4 5 1 0.125 2X6.5XO.04" Hollow 2 6.5 0.040 3X8XO.042 3 8 0.042 6X8XO.188 6 6 4 8 12 6 0.188 0.250 0.25 6X12X0.25 4X6X1/4 :INSULATED ROOF C PROJECT: LEMAYSANCHEZ PAGE: 7 Qa�CONTRACTOR 0223 NE 102nd ST DESIGN BY: SA DATE: D6/11119 REVIEW BY: MH Wind Analysis for Low-rise Building (11-11<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2017 width b 2 in Web Thickness t_w 0.125 in b d tw tf Flange Thickness t_f 0.125 in 2X6X1/8 2 6 0.125 0.125 Area 2.4375 in^2 2X7X1/8 2 7 0.125 0.125 I_xx 17.4502 in^4 2X8X1/8 2 8 0.125 0.125 I_yy 1.87207 in^4 2X8X1/4 2 8 0.25 0.25 DBL 2XBX1/8 4 8 0.125 0.125 Allowable Moment Ma 69.8008 kip.in DBL 2X8X1/4 4 8 0.25 0.25 Beam Depth d 8 in 4X10X1/4 4 10 0.25 0.2S Channel Flange Width be 2 in 3X8X1/8 3 8 0.125 0.125 Open -channel Properties (one side of SMB) DBL 2X6X1/8 4 6 0.125 0.125 Channel Flange Width used for buckling bf 1.875 in DBL 2X7X1/8 4 7 0.125 0.125 Web Height used for buckling hw 7.75 in DBL 3X8X1/8 6 8 0.125 0.125 Member Flange Width bm 1.75 in 52X4 2 4 0.046 0.100 Total Area 2.438 in^2 S2X5 2 5 0.050 0.116 Web Area Area web 1.938 in^2 S2X6 2 6 0.050 0.120 Flange Area Area -flange 0.5 in^2 S2X7 2 7 •R06fi 0.120 Torsional Constant 1 5.59035081 S2X8 2 8 Q,0,74 0.224 Section Modulus xx S_xx 4.363 in^3 S2X9 2 • • 9 0.082 0.306 Section Modulus_yy S_yy 1.87207 in^3 S2X10 2 10 q 0.Q92 • 0.374 Radius of Gyration xx r_xx 2.675641 in 2X2X0.046" Hollow r 2 11.046 • 0.046* Radius of Gyration_yy r_yy 0.876373 in 2X3X0.05" Hollow • •a • • • 3 0.060 0.0506 2X4X0.05" Hollow 64 • • 4 0.0511 0.050• Open Channel Properties in Weak Axis 3X3X0.125 • 3 • 3 601.121 • 0.125 channel -width in buckling bcf 1.875 in 3X3X0.09 3 3 0.090 0.090 Channel Height do 7.9375 in Double S2X10 10 0. 2 0.374 Center of Gravity to Outer Fiber Distance C1 0.254 in 2X5X0.125 • 02 • • 5 •&.129 • 0.125• C2 1.746 in Double 2X5X0.125 •"• • • 5 0.W-5 0.125 Channel Moment of Inertia lyc 0.25954643 in^4 2X6.5X0.04" Hollow • 2 • • 6.5 1 0.04Q 0.040 Radius of Gyration r_yc 0.46in 3X8X0.042 3 8 •&OK6* 0.042 Area -Channel Area -Channel 1.227 in^2 6X8X0.188 • 6 • • 8 0.188 0.1 6X12X0.25 •® 0 12 0.259 0.l5 Allowable Stresses 4X6X1/4 4 6 • "S 0.25 Allowable Axial Tension Flat elements in uniform tension F_btf 19 ksi Specification 3.4.2 Flat elements bending in their own plane F_btw 28 ksi Specification 3.4.4 Allowable Axial Compression Member Buckling k 1 assume most severe case Slenderness in xx axis Sx=kL/r_xx Slenderness-xx 40.3641595 Slenderness in yyaxis Sy=kL/r_yy Slenderness_yy 68.4639988 Maximum Slenderness Slenderness -max 68.4639988 Maximum Allowable axial stress Fcm 10.90 ksi Member Elastic Buckling Fec 21.27 ksi ADM Eq. 4.7.4-3 Member Buckling between stitch screws (beam half) [ADM 3.4.7] k_channel 0.5 Slenderness -channel Slenderness_chanr 1.08694437 Maximum Allowable axial stress Fch 20.06 ksi Local Web Buckling Specification 3.4.9 Slenderness web Slenderness -web 62 Maximum Allowable axial stress Fcw 7.92 ksi Local Elastic Buckling, Web Fcrw 10.1 ksi Specification 4.7.1 Local Flange Buckling Specification 3.4.8.1 Slenderness flange Slenderness_flangc 30 Maximum Allowable axial stress Fcf 2.19 ksi Local Elastic Buckling, Flange Fcrf 4.3 ksi Weighted Average: Web/Flange Local Buckling Fca 6.74387464 ksi ADM 4.7.2 Fca=(Fcw'Aw+Fcf'Af)/A Member Buckling Elastic (ADM 4.7.4) FK = n'E/(kL/r)= ksi (Eq. 4.7.4-3) Fec 21.2665282 ksi Local and Member Buckling Interaction Fcr 4.3 ksi Specification 4.7.4 Frc 3.73 ksi Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fc 3.73 ksi Fa 9.10 kip Allowable Stresses Allowable Major Axis Bending Member Buckling Specification 3.4.14 Slenderness major axis xx Slenderness xx 68.4418216 Fbcx 21 ksi 3NSULATED ROOF PROJECT: LEMAY SANCHEZ �izyiiriaJ CONTRACTOR •1223 NE 102nd ST Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-20 Member Buckling between stitch screws Slenderness between stitch Slenderness_xx 2.17388873 Fbcxh 21 ksi Local Buckling Web Slenderness Slenderness —web 62 Fbcxw 23.76 ksi Local Buckling Flange Slenderness Slenderness —flange 30 Fbcxf 6.06666667 ksi Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength): Dimensions Allowable Stress: Minor Axis Bending Tension 3.4.4 I'm, 28.000 ksi Web Local Buckling 3.4.16 S=h/t; 62.000 Ratio IF S <= 21 Then Fb ,,,, = 21 ksi IF S > 21 AND S < 33 Then Fb. = 27.3 - 0Z92* S IF S >= 33 Then Fcby = 580/S Actual Fba 9.355 ksi Flange Local Buckling 3.4.17 S=2br/tf 30.000 IF S <= 9.1 Then Fw = 28 ksi IF S > 9.1 AND S < 19 Then FW = 40.5 - 1.41*S ksi IF S >= 19 Then Fby = 4930/S' ksi DATE: 06/11/19 Specification 3.4.18 Specification 3.4.15 PAGE: 8 DESIGN BY: SA REVIEW BY: WH Actual Fcb,, 5.4781ksl • • Allowable Bending Moment per Section 4.7.3 Ccf 3.875 in • • • Ccw Cif Ctw Flange Group Moment of Inertia Flange Group If = 2[(b*tf3 / 12) + b*tf If Web Group Moment of Inertia Web Group Moment of Inertia Iw = 2(( Iw Allowable Compressive Bending Moment: Mac Allowable Tension Bending Moment: Mat Maximum Allowable Major Axis Moment (Paragraph 4.7.3) Average Allowable Bending Stress for 4.7.3 method: Major Axis Allowable Bending Stress per Section 4.7.3 Fbma Weighted Average for Web/Flang Local Buckling (Section 3.4): Fbcxa Maximum Allowable Bending Stress for section 3.48:4.7.3: Fbx Major Axis Allowable Bending Moment Mx Allowable minor axis bending stress Maxim allowed Bending Moment M*,. = Fb,. * Sy May 3.75 in 4 in 3.75 in 7.75260417 in^4 9.69759115 in-4 73.5813479 kip.in M. = ((Fw*It)/Ca)+((F,,, *I„,)/C� ) 109.23355 kip.in M. = ((Fbv*If)/C„)+((Fbw*I„.)/C� ) 73.5813479 kip.in Section 4.7.3 Governed by Flange Compression 16.8665913 ksi 13.0096203 ksi 21 ksi 91.61355 kip.in 73.581 ksi 137.749 Kip -In • • • • • • • • • • PROJECT: :INSULATED ROOF Ca� CLIENT: LEMAY SANCHEZ PAGE: 9 L�iryrirc�lcusg CONTRACTOR ill 223 NE 102nd ST DESIGN BY: SA DATE: 06/11/19 REVIEW BY: MH Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 Summary of Results for Section and Dimensions Considered: Member Fc Fa I F. I Mx I F M 2X8X1/8 3.73 9.10 21 91.61355 73.58135 137.7494 [Allowable Stress values in ksi; Fa in kips; Moments in kip -in] 0.537477103 1.3101 3.024 Weight/ft of Section Considered: 2.928 Ibs/ft 0.537477103 1.3101 3.024 Beam net stress capacity based upon axial stress utilization: axial compression in beam due to horizontal winward pressure at screen eave and windward mansard rise: 0000 fa 0.00 lb • • fa/Fa= 0.00 • • • Net allowable bending moment Mn 91.61 kip.in • Note: If Mn is negative, trial section N.G., select a deeper beam •••••• • linear wind load per length w 200.00 Ib/ft • • • • • • • • Allowable span per Mn LM 209.70 in 17.47508 ft • • • • • Allowable span limit LA 216.53 in 18.04403 ft Doe** • • • • L/80 •••••• • Allowable Span Limit Min(LA,LM) Allowable Span 17.48 ft • • • • FOUNDATION NOTES: EXISTING 3.5'X3.5'X3' ISOLATED FOOTING, CONTRACTOR TO VERIFY NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS GENERAL NOTES: ALUMINUM SHALL BE 6005-T5 OR 6061-T6 ALLOY ASTM A653 WITH MIN YIELD STRENGTH OF 45 KSI. ALL EXISTING SLABS AND FOOTING CONCRETE MUST BE WITHOUT ANY CRACK OTHERWISE NEED TO BE INSPECTED BY CALC ENGINEERING. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED AND INTACT CONCRETE SURFACE. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. GENERAL NOTES: - WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-10, WIND SPEED OF 175 MPH, EXPOSURE C. - THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017. DESIGN CRITERIA OR SPANS BIGGER THAN STATED IN THE PLANS MAY REQUIRE ADDITIONAL CALCULATION AND CHANGE IN THE PLAN. - CALC ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. - NO EXTRA LOAD IS PERMITTED TO APPLY ON THE STRUCTURE AT THE TIME OF INSTALLATION. - CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. - ALL FASTENERS TO BE #10 OR GREATER ASTM F593 COLD WORKED 304 STAINLESS STEEL UNLESS NOTED OTHERWISE. - ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN 2 TIMES DIAMETER END DISTANCE AND 2 TIMES DIAMETER MIN SPACING TO ADJUST ANCHORS. 4 EXISTING HOUSE WALL S J >J W (n 0 C� Z H X W (12: 2X8X1/8 HEADER p D O Q W Q m 2 0 0Y 00 00 J W T_ 0 00 0X0 a O X X Q J cV N 1' 2X8X1/8 BEAM 10' PLAN J J 2X8X1/8 BEAM 4 2 z w S V I O O � U � - OPEN — 3 (o $1_61' Z c X 10 W\ 1\ FRONT ELEVATION UPLIFT CALCULATION: ROOF AREA = 75 SQ FEET WIND UPLIFT FORCE = 3000 LB WEIGHT OF FOOTING = 150X3.5x3.5x3 = 5512 LB TOTAL WEIGHT = 5512 LB > 1.67X3000 = 5010 LB; OK �I W a O I 6X6X3/16 COLUMN �-EXISTING 3'X3'X3' DEEP FOOTING L L -T__I —J DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II) 17 `.MP\H DESIGN BASED ON CATEGORY II :� �Q•� EXPOSURE CATEGORY: C Q : 3-SEC PEAK GUST IN MPH =:Z DESIGNED BASED ON 6063-T6 ALUMINUM. ; W ROOF PRESSURE (SOLID) : 40 PSF O U �0:. nq By D Iv E J.' f'rl At_L t -L) ULP P,".S - E O• � J fit !IZ►,,, o = U o0 o U) z O w W r; O CV co t0 m N � L0 z to Z cn o z� 0)�nz Z)O U)) III > °0 00 F- Q wQc'')°OZU CIO U) C7 >� J c) z z > _j ch W 2 OZ< wzw W � � jx c O O o < GO) Olr_z< Uch0aw0 Ell .125" 211 2"X8"X 1 /8" 6"X6"X3/16" (3" MIN. EMBEDMENT) @ 12" O.C. (MAX) 1875" 2X8 HEADER eCOLUMN ATTACHMENT S T__ .125" _j 6" BRACKET USE 6" BRACKET WITH (4) 1/4" X 3 1/2" TAPCONS (3" MIN. EMBEDMENT) & (4) #14 TEK SCREWS EACH SIDE EXISTING CONCRETE 2X8 BEAM 5/8" ACCESS HOLE � 5/8" ACCESS HOLE _u INSTALL (4)#14X3/4 TEK J SCREW THROUGH ACCESS HOLE, ATTACH BEAM TO POST BRACKET 6X6X3/16 POST 2 BEAMS TO COLUMN S (3)# 14X3/4" TEK SCREWS EACH SIDE OF BRACKET POST BRACKET (3)# 14X3/4" TEK SCREWS ON EACH SIDE OF BRACKET 6X6X3/16' 1 Y4"X2"Xi INTERNAL RECEIVING COLUMN CHANNEL W/ (2) % X4" TAPCONS (MIN 3 7 ' EMBEDMENT TO CONCRETE) • AND (3) #14 TEKS TO BEAM SLAB —�• 3 COLUMN ATTACHMENT S 2X8X%$ BEAM 0 0 0 EXISTING CONC. —TIE BEAM OR • : / CBS FILLED CELL I . 2X2A ANGLE W/ (1) %"X4" TAPCONS •�' �` • (MIN 3 V EMBEDMENT TO CONCRETE) AND (2) #14 TEKS TO BEAM eBEAM TO CBS ATTACHMENT s cn SvGo �.Z' �P. ti ? tF co :c.uj � 0 . / ° _ I ICI �/ �' y • Gi `' O Z o w 2-) c 0 o U) •••• Z ...... • .. . .... w .... 6 w ..•..• o .�; m. ••••••• O 2•-� � cM of��•• i 4 Q Q• � M Q• .•. J .. w U• • � F- J W N Q O Q J , U d Z O 0 w co co W 1 _ W 0 cV U LL m w c Z N 04 O H �Zco w Z� p�jD0 Q w>(.0 � m W Q M!Z U (A 0)c) ^ — C7_joE— it z Z�LL'vw� w ioZw rC�U Zw QCDO=ZQ UcM0dWU 2xl0 EXTR ALUMINUM FRAME 6x6 EXTRUDED ALUMINUM POST, TYP. CONCRETE FOOTING, TYP. "OLLO AXIS CONCEPTS INC. 2029 OPPORTUNITY DR. SUITE #1 OPENING ROOF SYSTEM ROSEVILLE, CA 95678 wwwApokKVW U~.Oom 866-241-2792 CUSTOMER PROJECT LOCATION COLOR AND FINISH FRAME LOUVERS COLOR: COLOR: FINISH: FINISH: COLOR: FINISH: GUTTER M 4u co o + N O: V • �> O H v, Z :( •,�L ••.,,, OUNT • , ,. . . .... ..... .... . ..... .... .... ..... .... % DRAWN BY: AXIS CONCEPTS ISO DATE: oe SHEET: 3 OF 5 (G) # 144/4" TEK GxG EXTRUDED SCREWS EACH 51DE ALUM. POST 3x3x3/6 SUPPORT TRACK GALVANIZED (G) # 14xY4" STEEL POST TEK SCREWS I I 2x 10 EXTRUDED a 11111►�� EACH 51DE (3) # 14x3/4" TEK ALUMINUM 2x 10 END CAP I I IN51DE "L" BRACKET SCREWS EACI1 I I FRAME, TYP.���� •• : y/V �'� III" 51DE OF "L--------- �� �,� ••' . N BRACKET TO I I ��• 4u• co 00 • I FRAME I 'T: •q o l INSIDE "U" BRACKET, TYP. GxG P05T "L" BRACKET' .Z • s (3)# 14x3/4" TEK SCREWS ON BELOW �� I 0 I Ll1 �U Q EACH SIDE OF BRACKET0 0- GxGx. 188 ALUMINUM P05T - t!� Z (C . PLAN VIEW c. 4 --I ----- �ii�•• ••.'�.' �: 3x3 GALVANIZED STEEL P05T , N . (3)# 14x3/4" TEK SCREWS ON • — I EACH SIDE OF BRACKET 2x 10 ALUM. END CAP�lllt���1�l�� (1) -y" 0 REBAR, 2" i FROM END OF POST c FASTEN RAFTER/FA5CIA BEAM d . USING (2)# 14x3/4" TEK SCREWS CONCRETE FOOTING I ° .d a. I GxG POST YB" ACCESS HOLE THROUGH Y8' ACCESS HOLE IN w/ (3) #G REBAR BOTH I IN TOP OF FRAMING TOP Of RAfTEP/fA5CIA, WAY5 3" CLEAR (MIN) I� ° ° e ° I ATTACH TOP 5T BRACKET IN . v I TOP OF P05T L=--- .... • APOST FOOTING DETAIL CORNER BRACKET & POST CONNECTION CORNER CONNED f 'e•e sees•• • SCALE: VARIES SCALE: 1:8 •. • •. • s. : •...: • • ••sees e . • • • sees•• sees a sees• • e •e••s• • s ee•s• •• as as •• ••s•s• EXISrI;il(�,W' STUCCO s •• 2x 10 EXTRUDED EXISTING 04EQUAL; ALUMINUM FRAME SHEATHING •e••s• •e•..• 2" • I0" F•XfRUDECS • "L" BRACKET e ALCWI�Jt4l-EDGEIW. as :**so: • • e i 2" x 10" EXTRUDED s • • • ALUMINUM RAFTER 2x I Ox. 1 25" EXTRUDED Ln ALUM. CENTER RAFTER INSIDE "U" BRACKETLn .- o (3)# 14x3/4" TEK SCREWS \ ° r EACH SIDE p (3) # 14x3/4" TEK SCREWS 2x I Ox. 1 25" EXTRUDED Y8' ACCESS HOLE \ c / ' ° ° PER EACH 51DE OF "L' I ALUMINUM FASCIA k 0 0 o I BRACKET TO FRAME (4)# 14 /4" TEK SCREWS INSTALL (2) # 14x3/4" TEK SCREW THROUGH YB" \` INSIDE POST BRACKET MIN. 2y" ACCESS HOLE IN TOP OF PENETRATIONq 1 KAFTER/FA5CIA, ATTACH RAFTERS TO BRACKET IN (3) # 14x3/4" TEK SCREWS ON VU-BRACKET TOP OF POST EACH 51DE OF BRACKET L(2)14" x 3/z" LAG SCREWS @ 24" O.C. 2x 10 ALUMINUM END CAP EXTRUDED P05T BELOW (NOTE: FASTENER ATTACHED TO INNER WALL OF LEDGER THRU ACCESS HOLE @ OUTER WALL) D CORNER CONNECTION -ISO VIEW C M�FE TO FASCIA OR LEDGER r)EDGER TO WALL ATTACHMENT C rCALE: NTS APOLLO AXIS CONCEPTS INC. CUSTOMER PROJECT LOCATION COLOR AND FINISH DRAWN BY: AXIS CONCEPTS 2029 OPPORTUNITY DR. FRAME LOUVERS GUTTER DETAILS DATE: SUITE #I OPENING ROOF SYSTEM ROSEVILLE, CA 95678 COLOR: COLOR: COLOR: www.ApolloOpeningRoof.com 866-241-2792 FINISH: FINISH: FINISH: SHEET:4 of 5 SUPPORT TRACK CAP �%% is •::: •;��i� # 10 x 3/4" TEK SCREW 5UPP�OP TRACK CAP LL ' ' . <v co DELRIN PIVOT PIN I ('I) ,I O�x 3/3TEK " I 5Ll ul IFROM 78' ACCESS HOLE BEAM BEAM O v 0 F-- APOLL BEAM '� •.� Z EXISTING WALL SUPPORT LOUVERS OF BUILDING TRACK # 10 x SUPPORT .... TEK TEK SCREW TKACK`i.1►►► (2) @ 8" O.C. cp n►�c� 2x 10 EXTRUDED ALUMINUM LEDGER APOLLO (2)/4" x 3.5" LAG SCREWS @ GUTTER 24" O.C. (NOTE: FASTENER SYSTEM ATTACHED TO INNER WALL /� d OF LEDGER THRU ACCESS HOLE @ OUTER WALL) G LEDGER TO WALL ATTACHMENT -ISO u APOLLO SUPPORT TRACK ASSEMBLY I LOUVER AND PIVOT ASSE B Y •••. ...... SCALE: NTS SCALE: NTS SCALE: NTS ' ' •• • •••• • •••••• •• • •••••• • oo* • • •••••• •••• • ••••• NOTES: LOCATE MOTOR NEAR CENTER OF RAFTER LENGTH ACTUATOR • •: • •: • • • : • •: • • • BRACKET •• •• •• •• •••••• ORIENT MOTOR TO "PUSH" LOUVERS OPEN AND "PULL" LOUVERS CLOSED • ATTACH CONTROL BAR •••••• • • ACTUATOR MOUNT IN RAFTER LENGTH BRACKET TO `�o��i 000000 CENTER OF MOTOR SECONDy OPEN • • ' : • • • •: 2" WIDE -1� MOTOR LOUVER • • • • • • • • RAFTER • • • • 0 0 _ fie' MIN. CLEARANCE INSTALL ON L CLEVIS FOR LOUVERS LOUVER SIDE SPACE MOTOR TO 3 BRACKET J MOUNT MOTOR BRACKET Y4" WITH CLEVIS TO RAFTER SUPPLIED LOCKNUT5 LOUVER PIN w/ (4) # I Ox5/B° TEK CONTROL BAR CONTROL LOCATION I I • • " SCREWS THIRD BAR ° LOUVER PIN o mom LOCATION vwv I I o 10 41 O NOTE: OFFSET ATTACH ACTUATOR BRACKET 6Ff �E 214" L'' TO CONTROL BAR BETWEEN MOTORS BY 3 TWO LOUVERS WITH SUPPLIED LOUVERS WHEN # 10 SCREWS FIRST INSTALLED ON THE GUTTER SAME RAFTER J MOTOR TO APOLLO BEAM CONNECTION � MOTOR TO BEAM -ISOMETRIC VIEW � LOUVER CLEARANCE APOLLO AXIS CONCEPTS INC. CUSTOMER PROJECT LOCATION COLOR AND FINISH DRAWN BY: AXIS CONCEPTS 2029 OPPORTUNITY DR. FRAME LOUVERS GUTTER SUITE #I DETAILS DATE: OPENING ROOF SYSTEM ROSEVILLE, CA 95678 COLOR: COLOR: COLOR: www.ApolloOpeningRoof.com 866-241-2792 FINISH: FINISH: FINISH: SHEET: 5 of 5