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933 NE 99 St (5)46C6 \tov 1 4 1005 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 1 f I `1 I CL5 POO Plca 1 0 7■ Type Insp'n�l f•-•41-AL- Permit Permit No. - — 3 V20 - Address 9 33 9q Compa Phone # z)2_4-- 10 03 . Inspection Date ( )i0)C6 Approved LLB Correction Re- Insp'n Fee ❑ l 6/ e,, ,oVC 3/q4 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Insspection Request Date o11GUTJ Type Insp'n 1ou (4 Permit No. rt. 2105 Name Gu110 Address 93 -. NE 9g3T Company MUu.S r(zC�r(C.. Phone # i ( 0 1 1- 1 4 � t00 Inspection Date o /zg (o Approved Correction Re- Insp'n Fee o Contractor SANDERS ELECTRIC INC Local Phone: 305 - 624 -1003 Parcel # 1132060340250 Signed: (INSPECTOR) Electrical Permit Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Permit Number: EL2005 -3 Printed: 2/17/2005 Applicant: DARYL Owner: DARYL JOB ADDRESS: 933 NE 99 ST Contractor's Address: 3915 NW 164 ST Permit Status: APPROVED Permit Expiration: 7/2/2005 Construction Value: $3,700.00 Work: ELECTRICAL FOR ADDITION. MASTER BP2004 -1299 Page 1 of 1 FEB 18 2005 Legal Description: 5-6 53 40 MIAMI SHORES SEC 8 PB 14 -33 E9FT LOT 16 ALL LOT 17 & W16FT LOT Fees: Description Amount FEE2005 -2219 Building Fee $225.00 FEE2005 -2220 CCF $2.40 FEE2005 -2221 Training and Education Fee $0.80 FEE2005 -2222 Technology Fee $5.63 FEE2005 -2223 Submittal Fee ($50.00) Total Fees: $183.83 Total Fees: $183.83 Total Receipts: $0.00 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: El'oci —0797 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Qualifier 11 E( au `D, �L,l1J��crS $ Value of Work For this Permit 37 L /), Type of Work: EI Addition Scanning $ Total Fee Now Due $ (Continued on opposite side) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Contractor's Company Name k b 2S Contractor's Address 39 i S ki kJ (Sri 4- City 4 Gems. State I iteration ❑New Permit No. CL Master Permit No. eye' Plumbing Mechanical Roofing Phone# 3 D rz4-_ J& zip - 5 - o 4 Square Footage Of Work: Owner's Name (Fee Simple Titleholder) M R l-t12( Itt c 'i 1(o Phone # Jar 7 St - G Z / 7 Owner's Address 93 3 t. 9 - City 1-11 141 k S k ' c e t State / c t ' • Zip 3 3/ 3 j- Tenant/Lessee Name fki/l4 Phone # /U /.ac Job Address (where the work is being done) g 3 ? N £ • 9 ct T 4 Jn e{ City Miami Shores Village County Miaini -Dade Zip Is Building Historically Designated YES NO State Certificate or Registration No. )01 0 Certificate of Competency No. o000 11 3S I Architect/Engineer's Name (if applicable) &ru ;c / /ory S y � iae - .( Phone # 3a5"-,24/9 - 4'373 —Repair/Replace ❑ Demolition /04Pprillid . WOW". -- Describe Work: r r * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * *vc Permit Fee $ 2 6776 CCF $ CO /CC Submittal Fee $ Notary $ Training/Education Fee $ /� i5 Technology Fee $ Radon $ Code Enforcement $ Structural Plan Review. $ Zoning Bond $ Bonding Company's Name (if applicable) 4 _ Bonding Company's Address C , My Commission Expires: APPLICATION APPROVED BY Chc 05/13/03 " State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a pennit 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 be delivered to the person whose properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature IG C.r�►'+ -� �-�-�� Owner or Agent The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,20_,by dayof , l ,20 a ',by who is personally known to me or who has produced As identification and who did take an oath. Contractor who is personally known to me or who as identificatio Si NOTARY PUBLIC: NOTARY P IC: Sign: Print: "rint: •c,, Gail J. Williams: illam My Contifcint,FRInsaion DD229392 a y e Expires October 21, 2007 ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** as produced I and who bid a an oath. 9 //`�.�G ° Plans Examiner Engineer Zoning Name Correction MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Bui ding, Inspection Request Dat 4 1 Type Insp'n u 1 CCn Permit No. 4I _ g�Gc 711r cAL Address q 33 1" E cict sS Company () P bb o) Phone # Inspection Date Re- Insp'n Fee ❑ t1 613 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date ` G 3 ° .5 Type lnsp'n I "tq L a, Idit..1 r Permit No. 4P0 I — /2 f q Name <`7` O Q Q LC/ Address 9 5 f S'7 Company 4 1 1 t'a Phone# go,r ?J6 •- 7 f 7 Inspection Date Correction Re- Insp'n Fee ❑ // , �o- 05 p (// T F� 7 G / �a MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Build g In pection Request Date // ( J � TypeInsp'n T r' j ct1 4 `L Cco uJ Permit No. 13 r Ud J t 7 Name GqU 3Z Address 13 3° ALE 9 L Company T i Alc Phone # Inspection Date / d / a S --- Imo'" Correction Re -Insp' n Fee ❑ g MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request b� Date / Permit No. ! O cl< -- l Z F Name 4 C I G Address F .? 3 //l" F 2 S Company v P q o •, Type Insp'n Phone # c,,� Inspection Date LTC 3 b S^ Correction Re- Insp'n Fee Date_ Type Insp'n Permit No. Name Address Company Phone # Inspection Date Correction MIAMI SHORES VILLAGE BUILDING DEPARTMENT 0 305- 795 -2204 �� Building Inspection Request V r God{ .12'`P Re- Insp'n Fee ❑ d 5s q ovI ST. 0 Type Insp'n Correction MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspectio Request \o .\ 1 o Date Slab c\/7 Permit Name Address T3 3 /(/'. Company CT 0 Gf Q ( ' Phone # cJ Inspection Date Re- Insp'n Fee ❑ 6 L / -aq ce MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request V -23 ' ° Date Type Insp'n Re'o f r� P_r-QS Permit No. 7 c/ / Z Name G Q r( m Address /-- -� � pE 9"F S 7' J Company P (---(° o •-`. Phone # Inspection Date prove Correction ❑ Re- Insp'n Fee ❑ MIAMI SHORES VILLAGE NOS BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date ` 0 �✓ / ,e-1 Type Insp'n /'2 S - L Permit No. 8 P ro T - / 2 Name c am- l ` Address / 3- G" c 9 S` Company J Phone # Inspection Date Approve Correction Re- Insp'n Fee ❑ Correction MIAMI SHORES VILLAGE BUILDING DEPARTMENT 6 \ 305- 795 -2204 Building Inspection Request Date J a S � Type Insp'n i t° �eQa'1 -- CO i_s Permit No.Br ` 0 4 — 42 ! l7 Name c C L [9 Address 933 `V E 9? s Compan J p [4 q . In Phone # — 3/o 7 L 2 Inspection Date g ^ 0 S Re- Insp'n Fee ❑ Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305- 795 -2204 Permit Number: BP2004 -1299 Printed: 2/17/2005 Applicant: DARYL Owner: DARYL JOB ADDRESS: 933 NE 99 ST Contractor J P HOGAN CONCRETE CUTTING INC Contractor's Address: 1331 BRISTOL AVE Local Phone: 954/370 - 6161 Parcel # 1132060340250 Legal Description: Signed: (INSPECTOR) 5-6 53 40 MIAMI SHORES SEC 8 PB 14 -33 E9FT LOT 16 ALL LOT 17 & W16FT LOT Fees: Description Amount FEE2005 -1300 Structural Fee $50.00 FEE2005 -2181 Building Fee $2,730.00 FEE2005 -2182 Structural Fee $50.00 FEE2005 -2183 Structural Fee $50.00 FEE2005 -2190 Structural Fee $25.00 FEE2005 -2194 CCF $54.60 FEE2005 -2195 CO /CC $50.00 FEE2005 -2196 Training and Education Fee $18.20 FEE2005 -2197 Technology Fee $68.25 FEE2005 -2198 Scanning Fee $90.00 FEE2005 -2199 Radon $6.69 FEE2005 -2200 Builders Bond $300.00 FEE2005 -2201 Submittal Fee ($50.00) FEB 1$ 2005 Total Fee413,442.74 Total Receipts: $0.00 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Total Fees: $3,442.74 Permit Status: APPROVED Permit Expiration: 3/28/2005 Construction Value: $91,000.00 Work: NEW MASTER BEDROOM, BATHROOM AND FLORIDA ROOM Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: AG'RD rw CERTIFICATE OF LIABILITY INSURANCE Date I 2/3/2005 per; Lion Insurance Company 2739 U.S. H lghway 19 N. Holiday, FL 34691 Phone: 727-93856622 Far 727-937-2138 This Certificate is Issued as a matter of Infomration only and confers no rights upon the Certificate Holder. This Certificate does not amend, extend or alter the coverage afforded by the policies below. Insurers Afforcarg Coverage NAIC it Insured: South East Personnel Leasing, Inc. 2739 U.S. Highway 19 N. Holday, FL 34691 Phone : (727)938 - 5562 insurer A Lion Insurance Company Insurer B: Insurer C: insurer D: Insurer E: Coverages The slices d insurance fisted below breve been issued to the insured earned More for the poky period Waited. Naavidstanrkng any requirement_ term a condemn airy corded or other docanerl wth rasped to Mich this erelicae may be issued or may pertain the insurance afforded by the potties desaibed herein is subject to el the terms. editions. and coi dtias of such potties. Aggregate knits shown rreyhave been rued by pad dams. lir 1 Type of Insurance Policy Number (MM/DD/YY) Poky Expiration i (MM/DD/YY) Limits GENERAL LIABILITY 1 , 1 General Liability Claims Made 0 Occur EachOuvrence $ nonage to razed premises (EA ooarrarce) : tAadE p $ Personal Adv Injury S General aggregate limit applies per Poky ❑ Roiled ❑ LOC — Genaa Aggregate S Proem - Comp/Op Agg s AUTOMOBILE .... ■ LIABILITY My Auto M O■ed Ados Scheduled Autos Hied Albs Non. edAutos Combined Single lrrit (EA Acdded) S NiMW (Per Person) S Boyi1W (PaAcdderq $ Property Damage (Per Acddal) S GARAGE LIABILITY 3 AnyAub Auto Ol - Ea Acddent $ Other Than EAAa. Autos Or* AGG. 5 $ EXCESS/UMBRELLA LIABILITY 0edurAde O D Clams made on R Each Ouarence A Workers Compensation and Employers' Liability Any proprietodpartnefMxecufive officer rx excluded? 0 Yes, describe under special provisions below. WC 71949 O1N1!20O5 01/01I2O06 X ' tory Luis I ER , E.L. Each Accident 51000000 E.L. Disease - Ea Employee 51000000 E.L. Disease - Policy Lines 51000000 Other 2247008 J.P. Hogan COVERAGE APPLIES ONLY TO THOSE EMPLOYEES LEASED, NOT TO SUBCONTRACTORS. Descriptions of Opeatiomll. oatlanNehicle slExcWbns added byEndorsement/Spode' Provisions: ADD ON DATE: 7/10/2003 COVERAGE APPLIES ONLY IN THE STATE OF FLORIDA TO THOSE EMPLOYEES LEASED TO BUT NOT SUBCONTRACTORS OF J.P. Hogan Concrete Cuffing, Inc., FRANK HOGAN 1507037 & 0630196 AS QUALIFIER ' FAX:954- 370.6181 & 305. 664 -0105 / ISSUE: 2 -01-05 (PDC) CERTIFICATE HOLDER CANCELLATION 400-Ay1/4-sir\c--(Q.s. _ _ - _ shoul d d any d k th escri re above dbed polder be canceled bears fi expiration re expiration doe thereat ered, the iss irg irsurervrl addato 30d ate holder nomad to the Ia ,bU fake todososhat impose ra abkgekbna liability da' kind upon the insurer. it agents or representatives. K ...,,,, Io ernon rvmoo/1m 't ACORD 25 (1001108) Miami Shores Village BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circl TenanitLessee Naine N/14 Contractor's Company Name � , P, Pc) J !A u b Contractor's Address 1 3( Z 1 S 1 c.)L. Cite pa v State F, Qualifier ipp,J k /t-0yI+ U•) $ Value of Work For this Permit Type of Work: ,®Addition Describe Work: N e.w Total Fee Now Due $ (Continued on opposite side) Fl oa Code Enforcement $ Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: 13,Q .,756.8972 ❑ Alteration O JA3 U 3 VI.95 Submittal Fee 445" Permit Fee $ c1 7 30 Notary $ Scanning $ Training/Education Fee $ . a Radon $ � q Zonin Permit No. ,bPoij /29 aster Permit No. Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) 1-112-t i S' (Yl . Get 1 O Phone # Owner's Address q 33 N E t 9+"■ S% eZe e T City (/ -1114 M 1 S 1i tt S' State ( Zip 33/3S q1 Square Footage Of Work: * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** / fir Roofing 30 S' -- G2i7 Phone # 30.5 — 7.5Z - 6 - / 7 Job Address (where the work is being done) 93 3 IQ • c . C( c'4 k S r . -tT City Miami Shores Village County Miami -Dade Zip 3 3 / 3 g Is Building Historically Designated YES NO X Phone # ( s Ll 3 20 -GIG / 305" -2/0^ 77' ?/ Zip 3 3 3e2 s State Certificate or Registration No. GGG /6 703 Certificate of Competency No. 3 (=LT"- 24/c 4 /377 Architect/En ineer's Name (if applicable) (',ON 3 4. 1 Phone # x∎01 '* '* 760'S ' 3 1 C Citt w-= k^/, g't k ( 0 s F o 7 ❑New ❑ Repair/Replace ❑ Demolition o egKOO . e. .e 4 — 3 /1.S-41 CCF $ f t' tj 7 CO /CC go Technology Fee $ ,6 a C Bond $ Structural Plan Review. $ ; _ k +:6 6e/ 1 -f' ,9 '' 1 � e Bonding Company's Name (if applicable) Bonding Company's Address :2t City State ! Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site . for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reins section fee e charged. Signal Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 , by , day of who is personally known to me or who has produced NOTARY PUBLIC: APPLICATION APPROVED BY: Chc 05/13/03 i As identification and who did take an oath. Jr1 oty Rosemarie Jerez My Commission DD198114 ; fires March 30, 2007 . r ,, . Sign: Print: My Conmiission Expires: Contractor ti ` -'C 4_. The foregoing instrument was acknowledged before me this who is personally known o me or who has produced at; lderttification NOTARY PUBLIC: _ u !N Sign: 7/ Print: ,20 My Commission Expires: ; d who did take an oath. Rosemarie Jerez My Commission DD198114 Fxpima Marrh 30 9007 i ? (; ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning Date: 1/14/05 Customer: J P HOGAN Address or Lot/Block GALLO ADD Section or Subdivision: Top Chord Live Top Chord Dead Bottom Chord Live Bottom Chord Dead TOTAL Duration Factor Wind Speed Maui Licen Morris A. Shashoua, P.E. Maurice A. Shashoua, P.E., Inc. 1908 NW 112 Avenue Coral Springs, Fl. 33071 (954) 753-1988 License Nos. EB5251 & 19554 Atlantic Truss Co. Inc. Job NO: 9457 933 NE 99 ST City or County: MIAMI SHORES Building Code: Florida Building Code, 2001 Chapter 2319.17 -2 Loads in P.S.F. (Unless Otherwise Noted): Computer Program Used: ALPINE 7.01 This package includes a Truss Index Sheet and index of the Truss System design drawings. Respectfi _ Sy Mor*is A. S houa, P E' { a� • E., Inc. p'LB5Z51� &Y19554 JAN 14 1005 Architect / Engineer of Record Name: CONSULTING &SPECIALTY ENG Address: 3370 CORAL WAY MIAMI, FL, 33015 Lic. #: 9655 ROOF 30 15 0 10 1.33 146 MPH 15 truss drawings, together with the attached I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15-31.003 of the Florida Board of Professional Regulations. Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. FLOOR 40 20 0 5 bJ 1.00 1 • 1 { D1? �! 3° 4 Bearing Information Atlantic Truss Company 850 NW 61st Street Fort Lauderdale, Florida 33309 Phone: (954) 491 -3310 Fax: (954) 941 -8237 Job Info: MARK GALLO ADD Builder: Salesman: WALK IN Layout #: 9457 Plan #: Date: 10/19/2004 Profile Qty. Plys Span Desc. Seq.# Brg# Reaction Uplift 4 1 1 22' T2 1 1 22' Ti 2 1 9'10 "13 C7 4 1 5' E5 1. 393.34 487.00 2. 70.00 180.00 33669 3. 186.34 314.00 4 1 3' E3 4 1 1' El 1. 231.84 571.00 2. 50.51 180.00 33667 3. 98.09 180.00 5 1 7' .7 1. 500.49 529.00 2. 100.54 180.00 33668 3. 270.48 377.00 1 1 1 1 1 6'9" V4 1 22' T3 1. 1315.20 942.00 33666 2. 1315.20 942.00 1. 1315.20 969.00 33665 2. 1315.20 969.00 1. 3195.37 2212.00 33676 2. 3193.24 2210.00 1. 945.96 870.00 2. 761.26 556.00 33675 3. 247.85 228.00 1. 291.45 572.00 2. 42.66 180.00 33670 3. 98.78 180.00 1 18'9" V1 1. 2289.81 1163.00 33674 1 14'9" V2 1. 1846.12 987.00 33673 1 10'9" V3 1. 1402.42 997.00 33672 33671 1. 958.73 580.00 PAGE 1 J Top chord 2x4 SP tt2 N Bot chord 2x4 SP 42 N Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total loud. F Rv =1315# F-42 # W =8" LEFT RAKE = 1'0"6 LEFT_ JIG T1 = 11'5 "2 PLT. TYP. -WAVE 5'11 "11 3 12 11' 5'0 "5 TPI2002(STD) Cq /RT =1.00(1.251/10( 0) OTY— 4 TOTAL— 4 146 mph wind, 10.44 ft mean SCE 7 -98 CLOSED bldg, not located Within 4.50 ft From roof edge, CAT II, EXP ), Wind TC IIL •5.0 psf, wind BC OL -5.0 psf. Components and oloddln9 wind pressures considered for upllFt oollouts. 5'0 "S 11' • Rv =1315# U= 94217 H W =8" 0 001111W/ 44, 5'11 "11 H OCT 19 2004 8'10" RIGHT RAKE = 1'0 "6 RIGHT JIG = 11'5 "2 SEO = 33666 7.03.0621.15 SCALE — 0.3053 Phme: (959)491-3310 Fa: (95.).91-1237 ..WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND B RACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR. SUITE 200 MROISON, WI. 537 FOR SAFETY PRACTICES SHALL PROPERLY AT ANO A ATTACHED HAVE CEILING. "IMPORTANT.* FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS GRAVING INDICATE£ ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPQNSIRII ITV OF THE RIIII RFSIGNFR PFR ANST /TPI I - ISSS SFCTInN 2 MORRIS A. SHASHOUR P.E. 1908 N.M. (12TH AV(`NUE CORAL SPRINGS FL. 33071 (9541 753 - 1988 FL. REG, )119554 6 E85251 TC LL TC DL 8C DL BC LL TOT.LD. 30.0psf 15.0psF' 10.0psf 0.0psf 55.0psF' DUR . FAC. 1.33 SPACING 24.0" REF DATE 10- 19-2004 DRWG DESNR UD 0/A LEN. 22 TYPE comn ob: (9457) J P HOGAN - MARK GALLO ADO / T3 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Job:(9457) J P HOGAN - MARK GRLLO ADO Top chord 2x4 SP #2 N Bot chord 2x4 SP a2 N Webs 2x4 SP #3 Oerlection meets L/360 live and L/240 total load. Rv =1315# H W =8" LEFT RAKE = 1'0"6 LEFT_ JIG T1 = 11'5 "2 PLT. TYP. -WAVE Phone: (951) 491-3310 Fax: (954) 491 -2037 5'11 "11 3 12 11' 5'0 "5 TPI2002(STD) Cq /RT- 1.00(1.251/10( 0) OTY- 4 TOTAL- 4 . *YARNING.* TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORmING THESE FUNCTIONS. UNLESS OTHERwISE PROPERLY ATTACHEOSTRUCTURALPANELS ANDBOTTOMCHORDSHALL PROPERLY ATTACHED A ATTACHEORIGIC CEILING. ..IMPORTANT.* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPON$(RII (TY nF THE PDI(I muse: 1lFS(GNFR PFR RNSVTP( 1 -1485 4FrTTRN 2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 mph wind, 10.44 Ft mean hot ASCE 7 - 98 CLOSED bldg, not located within 4.50 ft From roof edge, CAT II, EXP C, wind TC bL -5.0 psf, wind BC DL -5.0 per'. Components and oladd(n9 wind pressures considered for uplift oallouts. 5'0 "5 T 11' :23154 U= 942# -"1 W=8" . I . q � ' z 0 e . GEl O $ G' N o . 1st ' OCT 19 2004 =� ... ATE OF i MORRIS R. SHASHOUA P.E. 1908 N.V. 112TH AV!`NUE CORAL SPRINGS FL. 33071 (954) 753 -1988 FL. REG, 8)9554 & E05251 5'11 "11 -1 RIGHT RAKE = 1'0 "6 RIGHT JIG = 11'5 "2 SE0 = 33666 REV. 7.03.0621.15 SCALE - 0.3053 TC LL TC OL BC OL BC LL TOT.LO. OUR.FAC 1 33 SPACING 24.0" T 8'10" 30.0psf R EF 15.Opsf DATE 10 -19 -2004 lO.Opsf DRWG 0.0psFD UD 55.Opsf 0/A LEN. 22 TYPE corn Top chord 2x4 SP #2 N Bot chord 2x4 SP 42 N Webs 2x4 SP #3 In lieu of structural panels use purlins LEFT RAKE = 1'0 "6 LEFT JIG = 9'4 "7 TAG = T5 PLT. TYP.-WAVE — 4 11 ••11 Rv =1315# HU969# W =8" to brace all Plot TC 0 24" OC. 9' 4'0 "5 4' TPI2002(STD) Cq /RT- 1.00(1.25)/10( 0) OTY- 1 TOTAL- 1 146 mph wind, 10.19 ft mean hqt ASCE 7 -98 CLOSED bldg, not locoted within 4.50 ft From roof edge, CAT II, EXP C, wind TC dL -5.0 psr, wind BC OL -5.0 psr. Components and oladding wind pressures oonsidered for uplift oallouts. Deflection meets L/360 live and L/240 total lood. 4'0 "5 4'11 "11 — 9' Rv =1315# U= 96 # ^ .1 W =8" RIGHT RAKE = 1'0 "6 RIGHT JIG = 9'4 "7 SEO = 33665 REV. 7.03.0621.15 SCALE - 0.3053 Phone: (954) 991 -3310 fax: (9.54) 991 ®7 .:WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS INSTITUTE, PLATE 583 D'ONOFRIO O PRIOR TOPERFORMI NGTHESEFUNCTI ON SU UNLESS O O THERWI SE 9 1 TOP R CHORD T SHAL PRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. .*IMPORTANT.. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPfNRTATI [TY nF THE RIIU nTNR TIFSTGNFR_ PFR ANSI /TPI I -1945 SFCTInN 2 MORRIS A. SHASHOUR P.E. 1908 N.V. 112TH AVENUE CORAL SPRINGS FL. 33071 (954) 753 -1986 FL. REG, 419554 5 E65251 TC LL TC OL BC OL BC LL TOT.LO. 30.0psf 15.0psF 10.0psf O.Opsf 55.0psF DUR.FAC. 1 • 33 SPACING 24.0" REF DATE 10 -19 -2004 DRWG OESNR UD 0/A LEN. 22 TYPE hips ob:(9457) J P HOGAN - MARK GALLO ADD / T2 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x6 SP 2400E -2.OE Bot chord 2x6 SP 2400E-2.OE Webs 2x4 SP #3 SPECIAL LOADS (LUMBER OUR.FAC. -1.33 / PLATE DUR.FAC. -1.33) TC - From 91 PLF at 0.00 to 91 PLF of 7.00 TC - From 91 PLF of 7.00 to 91 PLF at 15.00 TC - From 91 PLF at 15.00 to 91 PLF at 22.00 BC - From 110 PLF at 0.00 to 110 PLF at 0.42 BC - From 20 PLF at 0.42 to 20 PLF at 11.00 BC - From 20 PLF at 11.00 to 20 PLF at 21.58 8C - From 110 PLF at 21.58 to 110 PLF at 22.00 TC - 270 LB Conc. Load at 7.06, 9.06, 10.94, 12 94, 14.94 BC - 1036 LB Cono. Load of 7.00, 15.00 BC - 101 LB Conc. Load at 9.06, 10.94, 12.94 Rv =3121# F 1F 5X14 (01) N_ 4" 4 LEFT JIG = 7'3 "11 TAG = T16 PLT. TYP. -WAVE "11 5X6 (01) U =2212# W =8" 3 12 7'0 "12 2X4 7' 3'0"5 H1017 270# i 1- 1036# 270# m 270# 270 2' •T• °- -$--- 2 ' - 2 8' 4 �2'0 "12 J 101# 3X4 T2 H1017 22' 4 10 TPI2002(STD) Cq /RT 1.00(1.25)/10( 0) OTY 1 TOTAL 1 ** *Loading on this truss calculated by Job-Designer, and modified by truss Fabricator *** 146 mph wind, 15.00 ft mean hqt RSCE 7-98 CLOSED bldg, not looated within 4.50 Ft From roof edge, CAT II, EXP 11, wind TC OL -5.0 psF, wind BC DL •5.0 per. In lieu of structural panels use purllns to brace all flat TC 0 24" OC. Deflection meets L/360 live and L/240 total load. 4' 54 H1017 12'0 i 101a 1036# 3'0 "S 3'11 "11 - - 2X4 7' Rv =3119# 5X6 (01) 5X14 (D1) I'. 1 8'10" U =2210# W =S" RIGHT JIG = 7'3 "11 SE0 = 33687 REV. 7.03.0621.15 SCALE - 0.3330 Phuro: (954) 491 -3310 fan: (954) 491 - ®7 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HI8 -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TO FUN ONS. SU UNLESS O OTHERWISE MADISON, INDICATED ) TOP FOR CHORD T SHA L LL C HAVE S PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. "IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PROOUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GA RSTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED 01, THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -2. THE SEAL ON THIS GRAVING INDICATE£ ACCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING t4 THF RFSPTNCtRTI tTY nF THF RUM nTNG MFCTGNFR PFR ANST,TPT I - 1995 CFrTTnN 2 MORRIS R. SHASHOUA P.E. 1908 N.W. 112TH AVENUE CORRL SPRINGS FL. 33071 (954) 753 -198 FL. REG, 1119554 6 685251 TC LL TC OL BC OL BC LL TOT.LO. 30.0psF 15.0psF 15.0psF' 0.0psf 60.0psf DUR. FAC. 1.33 SPACING 24.0' REF DATE 10-19 -2004 DRWG DESNR UD 0/8 LEN. 22 TYPE hips ob:(9457) J P HOGAN - MARK GALLO ADD / T1 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP if2 Dense Bot chord 2x4 SP 42 N Webs 2x4 SP 43 HipJock supports 7 - setback docks with no webs. lr N N 74 LEFT RAKE = 1'4 "8 LEFT JIG = 10'1 "7 TAG = T9 PLT. TYP. -WAVE 5'7 "11 11 '3" 146 mph wind, 15.00 ft roof, CAT II, EXP C, wi Right end vertical not Deflection meets L/360 mean hqt, ASCE 7 - 98, CLOSED bldg, Located anywhere In nd TC OL -5.0 psf, wind BC DL -5.0 per. exposed to wind pressure. live and L/240 total Toad. 4'3"1 Rv =464#. U =346# W =11 "S TP12002(STD) Cq /RT- 1.00(1.25) /10( 0) OTY— 2 TOTAL— 2 5X6 CR) Rv =878# U =638# RIGHT JIG = 11'3" SEO = 33691 REV. 7.03.0621.15 SCALE — 0.6512 Phone: (954) 491 -3310 fax: (954) 491 - ®7 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS INSTITUTE, PLATE PR OR TOPERFOR 3 H O INGTHESEFUNC DR., SUITE FUNCTIONS. MADISON, 9) FOR SAFETY THERWI SEI ND ICATEDTOPCHORDSHA PRACTICES SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. **IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANOLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 150 A-Z. THE S ON THIS GRAVING INDICATES ACCEPTANCE DESIGN, PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING T4 THE RFRPnNRIRTI TTY nF THE RII11fTNR nF9TnNFR PFR ANgC/TPT I -1995 9FCTION MORRIS A. SHRSHOUA P.E. 1908 N.Y. 112TH AVENUE CORAL SPRINGS FL. 33071 (954) 753 -198 FL. REG, 819554 3 EB5251 TC LL TC OL BC OL BC LL TOT.LD. 30.0psF' 15.0psF' 10.0psf 0.0psF 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -19 -2004 DRWG DESNR UD 0/A LEN. 91013 TYPE h i p__ jack ob:(9457) J P HOGAN - MARK GALLO ADO / C7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP 42 N Bot chord 2x4 SP 42 N Deflection meets L/360 live and L/240 total loud. 2X4 (A1) LEFT RAKE = 1'0 "6 LEFT JIG = 5'3" TAG = T12 PLT. TYP. -WAVE Rv= 3# U =487# W =8" TPI2002(STO) Cq /RT■I.0O(1.25) /IO( 0) OTY- 4 TOTAL- 4 146 mph wind, 9.69 Ft mean hqt, ASCE 7 CLOSED bldg, not located within 4.50 Ft From roof edge, CAT II, EXP C, wend TC OL -5.0 psf, wind BC DL -5.0 psf. Components and cladding wind pressures considered for uplift oellouts. Rv -186# U -314# NAILED Rv =70# U =180# NAILED RIGHT JIG = 6' SEO = 33669 REV. 7.03.0621.15 SCALE - 1.2210 r car` Atla'� L4100o: (954)491.3310 LAm: (954) 491 - 8237 ..WARNING.* TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PRI S ' OR D'ONOFRIO MADISON, OTHERVI SEI NDICATED9 ) FOR SAFETY TOPCHORDSHAL PRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. • IMPORTANT•+ FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATEO Of THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE S ON THIS ORRWING INDICATES_ ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING I9 THE RFSPON4TRTI [TY MF IHF All[I MTNR MFq[f,NFR. PFR ANSI /TPI i-196 9FCTIf7N 2 MORRIS A. SHASHOUA P.E. 1908 N.V. lt2TH AVENUE CORAL SPRINGS FL. 33071 (954) 253-ISBEI FL. REG, 819554 6 E85251 TC LL TC OL BC OL BC LL TOT.LD. 30.0psF 15.0psf 10.0psF 0.0psf 55.Opsf OUR . FAC. 1.33 SPACING 24.0" REF DATE 10 -19 -2004 DRWG DESNR UD 0/A LEN. 5 TYPE jack ob:(9457) J P HOGAN - MARK GALLO R00 / E5 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP a2 N Sot chord 2x4 SP ill N (Al) T s z LEFT RAKE = 1'0 "6 LEFT JIG = 3'2 "6 TAG = T11 PLT. TYP. -WAVE 146 mph wind, 9.44 Ft mean hgt, ASCE 7-98, CLOSED bldg Located anywhere In roof, CAT II, EXP C, wind TC DL ■5.0 psf, wind 8C DL -5.b psf. Components and oloddin9 wind pressures considered for uplift oollouts. 1' v =291# U =572# W =8" TPI2002(STDI Cq /RT- 1.00(1.25)/[0( O) OTY- 4 TOTAL- 4 Rv =99# U =180# NAILED Rv =38# U =180# NAILED RIGHT JIG = 4' SEO = 33670 REV. 7.03.0621.15 SCALE - 1.8315 Phone: (954)491 -3310 fan: (954)491 - 8237 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES SHALL PRIOR TO THESE PROPERLY ATTACHEO AND 11 ATTACHED HAVE CEILING. • IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE 6F PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THF RFSPANSIATI TTY OF THF RIITInJNG AFSIGNFR. PFR ANSI /TPI 1 -1995 SFrrrnN 2 MORRIS A. SHASHOUA P.E. 1908 N.V. 112TH AVENUE CORAL SPRINGS FL. 33071 (954) 753 -19813 FL. REG, 419554 5 565251 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.Opsr 10.0psf 0.0psf 55.0psf OUR . FAC. 1.33 SPACING 24.0" REF DATE 10 -19 -2004 DRWG DESNR UD 0/A LEN. 3 TYPE jack ob:(9457) J P HOGAN - MARK GALLO ADO / E3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N LEFT RAKE = 1'0"6 LEFT JIG = 1'2" TAG = T10 PLT. TYP. -WAVE 1' TPI2002(STO) Cg /RT■).00(1.25)/10( 0) OTY 4 TOTAL 4 146 mph wind, 9.19 ft mean hgt, ASCE 7 -98, CLOSED bldg Located anywhere In roof, CAT II, EXP C, wind TC OL-5.0 psF, wind BC OL -5.b psF. Components and oloddln9 wind pressures oonsldered for uplift oollouts. Rv =232# U =571 W =8' Rv = -4# U =180# NAILED Rv = -22# U =180# NAILED RIGHT JIG = 2'0 "1 SED = 33667 REV. 7.03.0621.15 SCALE - 3.4909 PI (954) 491 -3310 Tin: (954) 491 -8237 "WARNING•* TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ON0FRIO OR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O ' OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. "IMPORTANT.. FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR40 GALV. STEEL EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INOICATEE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPONSIRII ITY OF THE AIlIIfING OFSIC,NFR PFR ANSI/TPI 1 - 1995 SFrrrnN 2 MORRIS A. SHRSHOUR P.E. 1908 N.M. 112TH AVENUE CORAL SPRINGS FL. 33071 (954) 753-198 FL. REG, 819554 & EBS251 TC LL TC OL 8C OL BC LL TOT.LD. 30.0psf 15.Opsf 10.0psf 0.0psf 55.0psF OUR.FAC. 1.33 SPACING 24.0" REF DATE 10- 19-2004 DRWG DESNR U0 0/A LEN. 1 TYPE _jack ob:(9457) J P HOGAN - MARK GRLLO A00 / El THIS DWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Deflection meets L/360 live and L/240 total loud. 2X4 (A1) T 4"4 LEFT RAKE = 1'0 "6 LEFT JIG = 7'3 "11 TAG = T13 PLT. TYP. -WAVE �Rv =50 #0 #0 U =529# W =8" 3 12 146 mph wind, 9.94 Ft mean hqt, ASCE 7 -98, CLOSED bldg, not located within 4.50 ft From roof edge, CAT II, ERP C, wind TC DL -5.0 psF, wend BC 0L ■5.0 psF. Components and oladding wind pressures considered For uplift oollouts. 7' TPI2OO2(STO) Cq /RT' 1.00(1.25) /I0( 0) OTY 5 TOTAL 5 T1 Rv -270# U -377# NAILED T N 0 C) N Rv =101# U =180# NAILED 10'7 "10 8'10" RIGHT JIG = 8' SEO = 33668 REV. 7.03.0621.15 SCALE - 0.9158 Phone: (950)991 -3310 F. (959) 491 -0737 A TRUSSES AND BRACING. TO HIB- 91 (HANDLING E INSTALLING A AND G BRACING ), PUBLISHED G BY INSTALLING TPI (TRUSS PLATE PRIOR INDICATED S3719) TOP FOR CHORD PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTACHED RIGIC CEILING. **IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2O0A RSTM A653 GR4O GALV. STEEL EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING [9 THF RFSPTNRrRII [TY OF THF RIIII HINT I)FRI(;NFR PFR ANSI /TPI I - 1995 9Frr[ON 2 MORRIS A. SHASHOUA P.E. 1908 N.V. 112tH AVENUE CORAL SPRINGS FL. 33071 (954) 753 -198 FL. REG, 419554 1 E85251 TC LL TC OL 8C OL BC LL TOT.LO. 30.0psF 15.0psf 10.0psf 0.0psf 55.Opsf OUR.FAC. 1.33 SPACING 24.0" REF DATE 10-19 -2004 ORWG DESNR UD 0/A LEN. 7 TYPE e jack ob:(9457) J P HOGAN - MARK GALLO ADO / J7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 N Sot chord 2x4 SP 82 N Webs 2x4 SP l3 Deflection meets L/360 live and L/240 total lood. LEFT JIG = 9'7 "15 TAG = T8 ALT. TYP. -WAVE 5'4"8 9 4' TPI2002(STD) Cq /RT- 1.00(1.25)/10( 0) QTY- 1 TOTAL- 1 146 mph wind, 10.91 ft mean hgt ASCE 7 -98 CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC bL�5.0 psf, wend BC DL "S.0 psf. Components and olodding wind pressures considered for uplift oallouts. See DWG VALTRUSS1103 for valley details. 4' 9'4 "8 5'4 "8 Rv= 122pif EU=i00 IF W =18'9" RIGHT JIG = 2'4 "2 SEO = 33674 REV. 7.03.0621.15 SCALE - 0.3907 Pilule: (959) 491 -3310 Fax: (954) 491 - ®7 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND PLATE INSTITUTE, TO HIB-91 INSTALLING AND MADISON, FABRICATING, 537191 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM 8653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING TS THE RFSPONRIRII TTY f)F THE RIITI f)LNG QFRT(NFR PFR ANRT /TPT I-1994 SFrTII)N 2 MORRIS A. SHRSHOUA P.E. 1908 N.Y. 112TH AV CORAL SPRINGS FL. 33071 (954) 753 -1989 FL. REG, #19554 & EB52S1 TC LL TC DL BC OL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -19 -2004 DRWG DESNR UD 0/A LEN. 180900 TYPE val ab:(9457) J P HOGAN - MARK GALLO ADD / V1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP 42 N Bot chord 2x4 SP 42 N Webs 2x4 SP iii OeFlection meets L/360 live and L/240 total load. LEFT JIG = 7'7"4 TAG = T7 PLT. TYP. -WAVE 1'22X41(01) 712 "8 3 (:;=- H0612 (R) 14 , `' ' \ I 2X4 TPI2002(STO) Cq /RT■1.00(1.25)/10( 0) OTY- 1 TOTAL- 1 146 mph wind, 11.16 ft mean hqt ASCE 7-98 CLOSED bldg, not located within 4.50 ft From roof edge, CAT II, EXP C, wind TC OL-5.0 psr, wend BC OL •5.0 psr. Components and cladding wind pressures considered For uplift oallouts. See DWG VRLTRUSS1103 for volley details. 7'4"8 T 1 �� (III T2 2X4 (0 L 1'2" Rv= 12SpIP I U =1001 RIGH REV. 7.03.0621.15 10'1 "2 W =14'9" T JIG = 7'7 "4 SE0 = 33673 SCALE - 0.4967 5 Phone: (959) 991.3310 Fax: (939) 991 -8237 ..WARNING.. TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB (HANDLING INSTALLING AND B RACING) P UBLISHED BY TPI (TRUSS PLATE PRIOR TO PERFORMING . TOP PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTACHED RIGIC CEILING. + IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE 6 PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPONSfRII ITV nF THE RIIIIOINR DFSIRNFR PFR ANSI /TPI 1 -ISgS SECTION 2 MORRIS A. SHASHOUA P.E. 1909 N.W. II2TH AV CORAL SPRINGS FL. 33071 (954) 753 - (99 8 FL. REG, 919554 8 085251 TC LL TC DL BC OL BC LL TOT.LD. 30.0psF 15.0psF' 10.OpsF 0.0psF 55.0psF DUR.FAC. 1. SPACING 24.0" REF DATE 10 -19 -2004 ORWG OESNR U0 0/A LEN. 140900 TYPE VO1 ob:(9457) J P HOGAN - MARK GRLLO ADO / V2 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT L Top chord 2x4 SP tt2 N Bot chord 2x4 SP tit N Webs 2x4 SP 43 Deflection meets L/360 live and L/240 totol load. LEFT JIG = 5'6 "8 TAG = T6 PLT. TYP. -WAVE N 2X401) 1 3 p 4X4 146 mph wind, 11.41 Ft mean hoGt, ASCE 7 -98, CLOSED bldgq, Located anywhere in roof, CAT II, EXP C, wind TC OL •5.0 psf, wind BC 0L -5.0 psf. Components and cladding wind pressures considered for uplift oollouts. See OWG VALTRUSS1103 for volley detoils. 5 "8 2X4 (01) g MIM 10'9" F-- --1'2' -I 2X4 TPI2002(St0) Cq /RT..1.00(1.25)/10( 0) OTY= 1 TOTAL- 1 Rv= 130pIF U= 100pIF RIGH REV. 7.03.0621.15 10'7 "2 W= 10'9" T JIG = 5'6"8 SEO = 33672 SCALE - 0.6815 Phone: (954) 491 -3319 fax: (954) 491 -8137 ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PLATE INSTITUTE, 583T0'ONOFRIO(OR. INSTALLING AND MADISON, WI. 53719)) FOR PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGIC CEILING. • IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANOLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MROE OF 20GA RSTM R653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 06 THIS DESIGN POSITION CONNECTORS PER DRAWINGS L60 A -Z. THE SEAL ON THIS DRAWING INDICATE£ ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING L9 THE RFRPON9TATI ( OF THE PI1T1 (lMG MF9TCNFR. PFR ANSI /TPT 1-199C 9FCTTON 2 MORRIS A. SHRSHOUA P.E. 1908 N.V. 112TH AVENUE CORAL SPRINGS FL. 33071 (9541 753 -1988 FL. REG, A19554 6 E65251 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psF 10.Opsf 0.0psf 55.Opsf OUR.FAC. 1.33 SPACING 24.0" REF DATE 10-19-2004 ORWG DESNR UD 0/A LEN. 100900 TYPE va 1 ob:(94571 J P HOGAN - MARK GALLO AOD / V3 THIS OWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 N Bot chord 2x4 SP a2 N See DWG VALTRUSS1103 For volley details. LEFT JIG = 3'5"12 TAG = T3 PLT. TYP. -WAVE 3g 12 3'4 " 3X4 6'9' ' „ 1 2 TPI2002(STD) Ce /RT- 1.00(1.25)/L0( 0) OTY— 1 TOTAL— 1 146 mph wind, 11.66 ft mean hqt, ASCE 7 -98, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wend TC OL ■5.0 psf, wind BC OL -5.0 psf. Components and oloddin9 wind pressures considered for upFIFt oallouts. 3'4 "8 gi 11'1 "2 142p1f U=100 1r RIGHT JIG = 3'5 "12 SED = 33671 REV. 7.03.0621.15 SCALE — 1.0854 Ocr 9S Phab: (954)491 -3410 fa: (954)491-H237 ..WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED AY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR. , SUITE 200 MADISON WI. 537191 FOR SAFETY PRACTICES SHALL PRIOR TO THESE PROPERLY ATTACHED PERFORMING AND A ATTACHED HAVE CEILING. "IMPORTANT.* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE 6F PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RFSPTINSTAII ITY nF THE RIIII WING AFgrnNFR PFR ANSI /TP( 1 -1995 SFf TInN 2 MORRIS A. SHRSHOUR P.E. 1908 N.V. 112TH AVENUE CORAL SPRINGS FL. 33071 (954) 753 -198B FL. REG, A15554 6 885251 TC LL TC OL BC OL BC LL TOT.LD. 30.0psf 15.Opsf 10.0psf 0.0psf 55.0psF OUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -19 -2004 ORWG DESNR UD 0/A LEN. 60900 TYPE vn I ob:(9457) J P HOGAN - MARK GALLO ADO / V4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT DADE COUNT' 1 IUR !CAM- TONE EXPOSURE "C ROOF FLOOR TOP CHORD LIVE LOAD 30 40 TOP CHORD DEAD 15 20 BOTTOM CHORD LIVE 0 0 BOTTOM CHORD DEAD 10 5 TOTAL 55 65 DURATION FACTOR 133 1.00 LUIND SPEED 140 MPH NOTE : ALL JACKS OVER T-0" MUST HAVE A HANGER. HANGER = THJA 26 CHECK ALL PLANS FOR 'ONE AND COMPONENTS .4 CLADDJNG NOTE ON LAYOUT FOR APPROVAL T=0" COR\ + 4 -I0d NAILS OR 3 -I6d NAILS • 4 -8d NAILS OR 3 -I6d NAILS •• 2 -8d NAILS OR 2 -I6d NAILS 1 t 1 1 1'I 3'I 5, I 1 END JACKS 4 COMMON JACKS r- op T-0 PARTIAL PLACEMENT PLAN • FOR OVERHANGS OVER 24" ATTACH 2x4x3' -4" SCAB TO ONE FACE WITH I2d NAILS 4" O.C. + ALT. END VERTICAL USE SAME CONNECTION TO HIP CARRIER CORNER JACK MINIMUM GRADE OF LUMBER T.G. REFER TO SEPARATE 6.C. ENGINEERING DWG.S WEBS LOADING (PSF) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.C. 4 - 16d NAILS NOTE : THIS DESIGN HAS BEEN CHECKED FOR 140 MPH WIND LOAD. FOR PLATES, REACTIONS, 4 UPLIFTS REFER TO SEPARATE ENGINEERING SHEETS. TPI -95 CRIT. ASCEI -98 / FBC200I STR INC.: 33% REP. STRESS : NO 45 DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS I" WIDE STRAP W/4 -16d NAILS IN EACH END, NAILED TO CORNER JACK 4 SUPPORTING TRUSS. (TYPICAL FOR TOP 4 BOTTOM CHORDS) ALT. CONNECTION e � $ : 11FIC ( E NO. '19554 E. � �' STATE OF ' ix; y 1 FRED E N HANGERS A LUS 26 B HUS 26 C HHUS 26 -2 D HUS 28 E HUS 48 F HHUS 28 -2 G HGUS 28 -3 H S U R/L 26 RIGHT LIFT HSUR/L 26 -2 RIGHT LEFT J THASR/L 218 RIGHT LEFT K HSUR/L 414 RIGHT LEFT L HGUS 26 -2 M THJA 26 850 NW 61st ST. FT. LAUDERDALE, FL 33309 PH# (954) 491 -3310 Fax# (54) 491 -8237 ENGINEERING PACKAGE BUILDING DEPT. (SEALED) OFFICE (UNSEALED) JOBSITE (UNSEALED) CONTRACTOR: J P HOGAN MODEL: ELEVATION: LOT /BLOCK: GALLO ADD SUBDIVISION: 933 NE 99 ST CITY /COUNTY: MIAMI SHORES DATE: 10/19/04 JOB NO: 9457 LAYOUT NO: DESIGNER: UGUR CONTRACTOR J P HOGAN MODEL ELEVATION LOT /BLOCK GALLO ADD SUBDIVISION 933 NE 99 ST CITY /COUNTY MIAMI SHORES ENGINEERING DETAIL INDEX 11' -0" CORNER SET 7' -0" CORNER SET 5' -0" CORNER SET STANDARD ROOF VALLEY DETAIL PIGGYBACK CONNECTION DETAIL STANDARD FALSE BOTTOM DETAIL STANDARD GABLE END DETAIL DROPPED GABLE END DETAIL STANDARD LATERAL WEB BRACING El El El JOB # 9457 t \ 3 STANDARD L4T! RAI WEB BRACING TRUSSES el 24" O.G. END OF BRACING MEMBER SHALL BE CONNECTED TO A FIXED RIGID POINT OR X- BRACED AS NOTED ON THIS DETAIL. TRUSSES 24" O.G. NOTE : BRACE MUST BE 90% THE LENGTH OF THE WEB. THIS DETAIL 15 TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER T.C. REFER TO SEPARATE B.G. ENGINEERING DW6.5 WEBS LOADING (P5F) L D TOP 30 15 BOTTOM 0 10 SPACING = 24" O.C. NAILING PATTERN T.-BRACE SIZE 1x4 2x4 T -BRACE SAME GRADE AS WEB_ TPI -95 GRIT. ASCE1 -98 / FBC200I SIR. INC.: 33% REP. STRESS : NO lx4 OR 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-12c1 NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 "3 OR BETTER. NAIL SIZE 10d I 'd NOTE : NAIL ALONG ENTIRE LENGTH OF T -BRACE (EACH PLY) WEB SIZE 2x4 2x6 NAIL SPACING 8" O.G. 8" O.C. T -BRACE SIZE " OF PLYS 1 2 ROWS OF BRACING 1 2x4 2x6 2 2x4 2x6 2 2x4 2x6 2x4 2x6 2x8 2x8 2x8 2x8 2x8 p S HAP* 11 % , * - -7I NO. 9554 SI E OF V muctoo t_J STARDAk?D ROOF VALLEY DETAIL SUPPORTING TRUSSES 5 VALLEY TRUSSE PARTIAL PLACEMENT PLAN SUPPORTING TRUSS 6" WEDGE NAILED TO TRUSS W /2 -8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. FOR PLATES, REACTIONS, 4 UPLIFS REFER TO SEPARATE ENGINEERING SHEETS. MINIMUM GRADE OF LUMBER T.G. REFER TO SEPARATE B.G. ENGINEERING DWG.S WEBS LOADING (PSF) L TOP 30 15 BOTTOM 0 10 SPACING = 24" O.C. vALLEY AREA STRAP g 48" O_G. SEE N OTE (c) _______ - NOTES : (a) PROVIDE CONTINUOUS BRACING ON VERTICALS OVER 6' -3 ". CONNECT BRACING TO VETICALS W/2 -8d NAILS AND BRACING MUST BE TIED TO A FIXED POINT AT EACH END. (b) MAX SPACING FOR VERTICAL STUDS = 8' -0" ON TRUSSES WITH SPANS OvER 24' -0" THE VERTICAL SHOULD BE SPACED AT 6' -0" O.C. MAX. lc) CONN. FOR WIND UPLIFT W/MIN. 11/4 ", I6 GAUGE TWIST STRAP fl 4' -0" INTERVALS W/4-10d NAILS EACH SIDE OF STRAP. MAX. 140 MPH WIND SPEED, 20' -0" MAX WALL HEIGHT. VALLEY TRUSSES e 24" O.G. MAX. TPI -95 GRIT. ASCE1 -98 / FBC200I STR. INC.: 33% REP. STRESS : NO SEE NOTE la) SUPPORTING TRUSSES 9 24' O.G. MAX. NOTE : PLYWOOD SHEATHING MAY BE EXTENDED BELOW VALLEY TRUSSES. PROVIDE OPENING FOR STRAPS TO CONNECT TO TRUSSES BELOW. NNNN Q,�s A iii/ ■ NO.19554 P STATE OF I c ",, ?ED EN / �• C�. DADE COUNTY 1 IUR I CANT TONE E XFOSURE "C" ROOF FLOOR TOP CI -IORD LIVE LOAD 30 40 TOP CHORD DEAD 15 20 BOTTOM CHORD LIVE 0 0 BOTTOM CHORD DEAD 10 5 TOTAL 55 �5 DURATION FACTOR 1.33 1.00 WIND SPEED 14& MPH NOTE : ALL JACKS OVER T MUST HAVE A HANGER. HANGER = TWA 26 CHECK ALL FLANS FOR 70NE AND COMPONENTS 4 CLADDING NOTE ON L>A''OUT FOR APPROVAL • \? wy M odel Dimensions �«C Fasteners • Y , a e SPF Species Header '' ., h1 Allowable Loads Do ,'. 3 <1 . - Code. Rl. . e - A l . A: - Face Jefit r,r. t r , . Uh 4u 1 j� l�lr � p fl a Uplift uF` <" ' , (133) 3 >. Uplift P (160) Floor (100) :; (115) • - Roof (1 ( 125) • . 1125)' SUR/L24 1356 3' 2 11/2 1'/. 4.16d 4- 10dx11/2 2816 450 450 530 • 1 665 415 450 460 530 575 26, 83,140 33, 83 26,83,140 2x6, 8 SUR/L26 1%6 i s 1344 5 � b . 10 ^ ] 11/2 1356 6 -16d 6- 10dx11/2 4067 720 765 800 • • 1 1000 625 750 690 795 860 '2x10;12.=„:-... N. . S`U tSURIL214 1'/e' 13 is 10 16(1 10 10(lx1Yz 8717 r s e § s a ° asas s ' 1040 1250 1150 . 1320 1440: 1'h ;1 12,16d 12-10011/2 + 8717 e1 1250 1500 1380 1585 1725.' 3x10,12 SUR/L310 2356 8156 2% 11/2 2 14 -16d 6- 10dx11/2 7558 720 765 1860 2140 2330 625 750 1610 1785 1785 3x14 SUIUL314 2 13 2% 1' 2 18-16d 8- 10dx11/2 7833 960 1150 2395 2500 2500 830 1000 1795 1795 1795 (2)2x6 8.=. 2 2k6 8 (2)2x10,12 SUR06 -2 H0U .- i0-4 SUR/L210 -2 3T,4 3% 31/2 4150 8 123'6 2ihs 234 .1'h 1'%. 1' /,e 23''s 2's 2% B-16d 12-16d 14 -16d 4-16041/2 4 16dx2'/z` 6- 16dx21/2 4367 1 l 3 " a Ys .e. " , fig 615 '•6317 ' 11 '- \1 fi t 620 7558 1065 1275 1860 2140 2330 920 735 740 1105 920 1390' 1610 1,005 `1600 1850 1005. 1740 ` 2010 (2 (2)2x+14 :✓ (2�2$i 4x6, 2x10,12 kt C , ;� 8 HSUIU1210 -2 ;i iJli i4 2' w° t .NSUR�214 2 SUR/L46 31/2 -, 3j r 3356 8 '/4. 12'l. /, 12 je 4% 2%. :2 /4 a / 2lls 2%. 1'/% t'h t 1 1 /, 1 2%6 f23. 2°/is 2%6 20-16d 16-16d . 26 -164 8-16d 6.164x21/2 8-164 2l 8- 04 4 -16d 12333 1070 1285 2680 3080 3350 930 6 7833 q `3 4 k w 42 a �"a f••.1225' 6 '-{ 1516. s I Y 1 , 15167 t = �,� g a.�.,- c�.�� g � * � K .1235' 4367 710 815 1065 1225 1330 615 1115 1470 . . 1485 735 2320 1795 ,301 920 2670 1795 3A70 1005 2900 11955;; •770 1005 33,83 26,'83,140 33, 83 26,83,140 4x6,8 4x10}12, : 4,10 4x14 1Y' "` HSUR/146 SUR4L910, 3,1)SURJL410 , 395. 3956 394. 3944 4% . 121/2 2 2?hs i27 e 2 _ 2356 12 -16d 4-16d 6317 715 815 1610 1850 2000 620 740 1390 1600 1740 33,83 .2Y6 14,1611 6-16d : :7558 . s, _�� k t r j 3 a4 920 1105 .1115 1610 2320 :1850 2670 201Q',: 2 900° 26, 83, 140 , 2356 2 016d, 6-_164 12333 ",, ' ' ;F` its F ',930 33, 83 SUR/L414 23/46 18-16d 8-16d 7833 1420 1700 2395 2500 2500 1225 1470 1795 1795 1795 26,83,140 4x14 HSUR/L414 3%6 121/2 2%. 1 235. 26-16d 8-16d 15167 1430 1715 3485 4005 4355 1235 1485 3015 3470 3770 33,83 "' • � � ,1 NI / �«C N Y 1 � a;� *r s r.,�° 4 ' , S�Cew S ope gall y B d MSC2 1 51/2 2 12 10-16d 18- 10dx1'h 45' 0' 2535 1265 6335 6, 39 26- 1odxl' 45' 2010 1005 �� 8 : L v i �„ > .., i r ' 1 Ht S w ,. F _ . 4th r, ] 45 �' `;:i Fy _ z< 0 0 01 0 4�5 C��, S r e - 8335 , 2 � j tb d l MSC4 3 7' 2'46 18 10-16d 18-10d 45 . 0' 3335 1665 26-10d 45' 3335 1665 8335 MSC5 5% 9'h 2 26 13-16d 18-16d 45 . 0' 6450 3220 16120 170 26-16d 45' 5340 2675 13355 SUR /SUL /HSUR /HSUL =R5 4 _ This product is preferable to similar connectors because of a) easier installation. r _ ' b) higher loads, c) lower installed cost, or a combination of These features. - Al Standardized sewed hangers, angled slots direct nails to allow proper installation. MATERIAL: SUR and JL -16 gauge; HSUR and HSUL -14 gauge FINISH: Galvanized. Some products available in Z -MAX; see Corrosion- Resistance, page 5. INSTALLATION: • Use all specified fasteners. See General Notes. • These hangers will normally accommodate a 40° to 50° skew. • Illustration shows lett and right skews SUR/1 (SUR= skewed right,' SUL= skewed left). • The joist end may be square cut or bevel cut. OPTIONS: • Available with the Az flange turned in on the 2 -2x and 4x r s only (see illustration). • To order, add "C" concealed) to the product name. • For example, specify HSURC46, HSULC46, SURC46, or SULI CODES: See page 10 for Code Listing Key Chart. 1. Uplift Toads have been inc eased by 33% and 60% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. Typical SUR Installation with ' Square Cut Joist (HSUR similar) I 45 . MS C EAT CONNECTOR )),, Typical SUL Installation with Square Cut Joist 4 t � -� (HSUL similar) 2. Root Toads are 125% of floor loads unless limited by other criteria. INSTALLATION: • Distribute the total load evenly about the centerline to avoid eccentric loading. • Fasten all built -up members together as one unit. • Net height will be calculated based on specified valley member depth and slope by the factory unless noted otherwise. SLOPED AND/OR SKEWED VALLEYS • The valley stirrups can be sloped and skewed to 45 °. • The total design load of the hanger Is split between the ridge (20 %) and each valley (40 %). Typical MSC4 • For two valley connections with no ridge member, divide the total load by two for each valley load. Installation CODES: See page 10 for Code Listing Key Chart 1.Valley loads are for each valley. 2.Other valley -ridge load distributions are allowed provided the sum of all three carried members is distributed symmetrically about the center of the hanger and combined do not exceed the total load. 3.MSC4 is also available in 3W Giulam width. 4. MSC5 is also available in widths up to 5W. HSULC Available for 2 -2x and 4x models only W1 RIDGE CANNOT BE SLOPED DR SKEWED MSC1.81 with Valleys skewed 45 °, and sloped 0° MSC4 with Valleys sloped and skewed 45° 67 1 Catalog C-2004 Copyright 2003 SIMPSON STRONG-TIE CO., INC. ■ 20 Gauge High Strength conversion Char High- Strength`Pia O 0 O O O 0 O O O O 0. 0 0 0 0 r 4 O O . 0 0 .0 O 0 O O O 0- O O p 0 p o o o = - 0000 00000 0 0 O 0 Q C 0 0 0 0 0 0 O O 0 0 n GO . O O O O C 0 0 0 • 0 0 0 0 • O O O •'O O 0 0 0 0 0 0 0 0 O n O 0 O 0 O O 0 0 r1 C -0 O O O G1 0 O 0 0 c O 0. 0 0 0 O. O 0 O 0 O O 0 O 0 0- O 0 O 0 0 O 0 0 0 0 O GO 0 O 0 O 0 O D O O 0 ° 00 000 OLD NAME HS2510 ), HS2512 i HS2514 HS410 HS412 HS416 HS512 HS514 HS518 HS522 HS612 HS616 • HS618 HS714 HS812 HS816 HS818 HS820 HS822 HS824 HS1016 UHS1018 HS1022 HS1028 DIMENSIONS 3.2X8.7 3.2X10.5 3:2X12.2 5.2X8.7 5.2X10.5 5.2X14.0 6.5X10.5 6.5X12.2 6.5X15.7 6.5X19.2 7.8X10.5 7.8X14 7.8X15.7 9.1X12.2 10.5X1 10.5X14.0 10.5X15.7 10.5X17.5 10.5X19.2 10.5X21.0 13.1X14.0 13.1X15.7 13.1X19.2 13.1X24.5 NEW NAME H0308 H0310 H0312 H0508 H051.0 H0514 H0610 H0612 H0615 H0619 H0710 H0714 H0715 H0912 H1010 H1014 H1015 H1017 H1019 H1021 H1314 H1315 H1319 H1324 If your truss drawing shows an "HS" Plate that does not appear here, you m st -- .11.►17- _ *le . - -I 1". N— io i t5c MIAM tit SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date - 1 1 1 Type Insp'n1 t∎-L4 L A 1 C., Permit No. "C- Name Address X33 SD Company C_L I t ■4 .- '> ✓ (3c )S io - �9� ) Phone # Inspection Date 1 Z9 c5 Approved Correction Re- Insp'n Fee ❑ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signa Owner or Agent The foregoing instrument was acknowledged before me this NOTARY PUBLIC: NOTARY PUB Sign: Sign: Print: Print: My Commission Expires: Chc 05/13/03 Contractor The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 _, by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. My Commission Expires: ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** * * * * * * * * * * * * * * ** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPR `' APPROVED BY: Plans Examiner Engineer Zoning gc11-T29 g BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Electrical Plumbing Owner's Name (Fee Simple Titleholder) h( (Z, k Pim 14 6 4 1 / 6 Phone # ( Owner's Address } J 933 N. - ? ?f 4 ST/zee City it ✓✓! wi I S /4) tate I /. Tenant /Lessee Name /U// Contractor's Address \`d y �; 1�3 vL) City Ll State Qualifier r' V` $ Value of Type of W Describe o c: ork fNT' s ' t ~■: ',, ordoot4 Ion s!It$ nifichAl -,;--4 •1`` x rk ai.t on . tertiti Total Fee Now Due $ (Continued on opposite side) Training/Education Fee $ Notary $ Scanning $ Radon $ Code Enforcement $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ❑New Structural Plan Review. $ Permit No. H t ®�J Master Permit No. j �` O ' /) Cj Phone # Zip N/f Job Address (where the work is being done) q 3 3 tV Z R q -i-k S 77-4-e - e C City Miami Shores Village County Miami -Dade Zip 3 3 /3 ' Is Building Historically Designated YES NO Contractor's Company Name C l 11 t1, etJmt . 1:0C, Phone # ?(oCp — (AL \ • Zip State Certificate or Registration No. ( INC 01 T, ?t\ i Certificate of Competency No. Architect/Engineer's Name (if applicable) Coos•..f / CT z �,��sac'r•••• 5•, # 30J 2 `1 4 / - 4 /3 7 3' P 6Dqa-a) Square Footage Of Work: ❑ Repair/Replace ❑ Demolition f r* * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ 73 4 1, CCF $ 41, ' ' ' CO /CC Technology Fee $ Roofing 7j -62/7 Zoning Bond $ 7JC- 412 - 90 194 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 2/17/2005 Applicant: DARYL Owner: DARYL JOB ADDRESS: 933 NE 99 ST Contractor CLIMA CONTROL Local Phone: 305 - 266 -6721 Parcel # 1132060340250 Signed: (INSPECTOR) Mechanical Permit Permit Number: MC2005 -2 Contractor's Address: 19990 N. W. 83 CT. Permit Status: APPROVED Permit Expiration: 7/2/2005 Construction Value: $6,090.00 Work: MECHANICAL FOR ADDITION - MASTER PERMIT BP2004 -1299 Page 1 of 1 Legal Description: 5-6 53 40 MIAMI SHORES SEC 8 PB 14 -33 E9FT LOT 16 ALL LOT 17 & W16FT LOT Fees: Description Amount FEE2005 -2224 Building Fee $213.15 FEE2005 -2225 CCF $4.20 FEE2005 -2226 Training and Education Fee $1.40 FEE2005 -2228 Technology Fee $5.33 FEE2005 -2229 Submittal Fee ($50.00) Total Fees: $174.08 Total Fees: $174.08 Total Receipts: $0.00 FEB 1 8200 \LY 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: J • • ..A.AARK GALLO ADDITION \MARK GALLO ADDITION.wls Project Name: Addition to Mr. & Mrs. Gallo Residence Location: 933 NE 99th ST. Miami Shores, Florida. By: NWCS Consulting & Specialty Engineerin Start Date: 9/10/2004 Comments: Calculations by: Nelson F. Walters P.E. #58207 .A. #9655 Addition to Mr. & Mrs. Gallo Residence Local Information Wind Dir. 1 2 3 4 Exposure C C C C Basic Wind Speed: 146 mph Topography: None Optional Factors This project uses load combinations • from sources other than ASCE 7. It ind Loads on Structures Copyright © 2000 SDG, Inc. September 10, 2004 Page 1 of 17 Addition to Mr. & Mrs. Gallo Residence • Section - Main Section Wall 1 2 3 4 Roof • A &B C &D Enclosure Classification: Enclosed Building Category: II Length(ft) 54.0 24.0 54.0 24.0 Slope(:12) 3.0 3.0 Overhang(ft) 1.0 1.0 1.0 0.0 Wall Height: 10.83t Parapet Height: 0 ft Roof Shape: Hipped W1 W2 r \ r A W4 B W3 A � B W1 W4 W3 IT P Front W4 September 10, 2004 C. b D W3 Right W2 • Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 2 of 17 Addition to Mr. & Mrs. Gallo Residence Section - 1 • Enclosure Classification: Enclosed Building Category: II Connected to: Main Section Connected to wall: W1 Position on W1: 42 ft Wall 1 2 3 4 Length(ft) 12.0 27.0 12.0 27.0 Overhang(ft) 0.0 0.0 0.0 0.0 Wall Height: 10.83ft Parapet Height: 0 ft Roof Shape: Gabled Roof Slope(:12) A &B 3.0 September 10, 2004 W1 W2 A B W4 Top B W4 W 1 W3 Right B ind Loads on Structures Copyright © 2000 SDG, Inc. Page 3 of 17 Addition to Mr. & Mrs. Gallo Residence * Section - 2 Enclosure Classification: Enclosed Building Category: II Connected to: Main Section Connected to wall: W1 Position on W1: 21.2&t Wall 1 2 3 4 Length(ft) 20.75 13.33 20.75 13.33 Overhang(ft) 1.75 0.0 0.0 0.0 Wall Height: 10.83t • Parapet Height: 0 ft Roof Shape: Flat September 10, 2004 "kind Loads on Structures Copyright © 2000 SDG, Inc. Page 4 of 17 Addition to Mr. & Mrs. Gallo Residence Section - 3 • Enclosure Classification: Enclosed Building Category: II Connected to: Main Section Connected to wall: W1 Position on W1: -0.75ft Wall 1 2 3 4 Length(ft) 22.0 29.0 22.0 29.0 Wall Height: 10.83ft Parapet Height: 0 ft Roof Shape: Hipped Roof A &B C &D Slope(:12) 3.0 3.0 Overhang(ft) 1.0 1.0 1.0 1.0 September 10, 2004 W2 A B W1 C > < D W3 W4 Top Front Right Ilk ind Loads on Structures Copyright © 2000 SDG, Inc. Page 5 of 17 Addition to Mr. & Mrs. Gallo Residence Composite Drawing • 14 s 4- 1-1 8 J K I 7 E G 104 A D 11 C F 1 13 B 12 September 10, 2004 • Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 6 of 17 Addition to Mr. & Mrs. Gallo Residence Components and Cladding Input • • September 10, 2004 Component Description I Wall /Roof I Surface Label I Zone' Span(ft) I Effective Width(ft) I Area(sqft) GIRDER TRUSS GT -1 Roof J 2 21.3 3.6 151.7 TYPICAL TRUSS T -1 Roof I 2 21.3 2.0 151.7 HIP TRUSS H -1 Roof J 3 7.3 2.5 18.3 JACK TRUSS J -1 Roof J 2 5.2 2.0 10.3 ROOF RAFTERS (R) Roof G 2 13.3 1.3 59.2 ROOFING Roof J (all) 10 WINDOW A Wall 9 (All) 1.6 4.0 6.3 WINDOW B Wall 8 (All) 2.6 4.0 10.3 DOOR 1 Wall 5 4 3.0 6.7 20.0 FIXED PANEL Wall 8 (All) 3.0 6.7 20.0 DOOR 2 WaII 7 4 3.0 6.7 20.0 CMU WALL Wall 9 (All) 10.8 1.0 39.1 • Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 7 of 17 • Addition to Mr. & Mrs. Gallo Residence Components and Cladding Output September 10, 2004 Component Description) Surface 'Zone Iz(ft) I q(psf) I GCp I GCpi I ExtPres(psf) I Net w/ +GCpi (psf) I Net w/ -GCpi (psf) GIRDER TRUSS GT -1 J 2 12.3 46.3 0.30 0.18 13.9 5.6 12.3 46.3 -1.40 68 2 12.3 46.3 -2.20 0 101 - TYPICAL TRUSS T -1 1 JACK TRUSS J -1 J 2 12.3 46.3 WINDOW A WINDOW B 2 12.3 46.3 0.30 0.18 13.9 5.6 12.3 46.3 -1.40 -64.8 , -73.2 12.3 46.3 -2.20 0 101.9 ) HIP TRUSS H -1 J 3 12.3 46.3 0.45 0.18 20.8 12.5 29.2 12.3 46.3 7 -1.92 -88.9 -9772_) -80.6 12.3 46.3 -3.39 0"_. 1_57:0 - -3,7P U Enhi .(� 0.50 0.18 23.2 14.8 12.3 46.3 -2.09 -96.8 105.1 12.3 46.3 -2.20 0�10t.9--- 22.2 -56.5 22.2 -56.5 31.5 -88.4 ROOF RAFTERS (R) G 2 12.3 46.3 0.22 0.18 10.2 1.9 18.5 12.3 46.3 -1.26 -58.3 -66.7 -50.0 12.3 46.3 -1.62 0 -7 - Z, zo ROOFING J 1 12.3 46.3 0.50 0.18 23.2 14.8 31.5 12.3 46.3 -0.90 -41.7 -50.0 -33.3 12.3 46.3 0 -41.7 2 12.3 46.3 0.50 0.18 23.2 14.8 31.5 12.3 46.3 -2.10 -97.2 -105.6 -88.9 12.3 46.3 -2.20 0 -101.9 3 12.3 46.3 0.50 0.18 23.2 14.8 31.5 12.3 46.3 -2.10 -97.2 -105.6 -88.9 12.3 46.3 -3.70 0 -171.3 9 4 12.3 46.3 1.00 0.18 46.3 38.0 54.6 12.3 46.3 -1.10 -50.9 -59.3 -42.6 5 12.3 46.3 1.00 46.3 38.0 54.6 12.3 46.3 -1.40 -64.8 -73.2 -56.5 8 4 12.3 46.3 1.00 0.18 46.3 38.0 54.6 *find Loads on Structures Copyright © 2000 SDG, Inc. Page 8 of 17 Addition to Mr. & Mrs. Gallo Residence Components and Cladding Output • September 10, 2004 Component Description) Surface I Zone I z(ft) I q(psf) I GCp I GCpi I ExtPres(psf)I Net w/ +GCpi (psf) I Net w/ -GCpi (psf) WINDOW B DOOR 1 8 4 12.3 46.3 -1.10 0.18 -50.9 -59.3 -42.6 5 12.3 46.3 1.00 46.3 .38.0 54.6 12.3 46.3 -1.40 -64.8 -73.2 -56.5 5 4 12.3 46.3 0.85 0.18 39.4 , 31.0 47.7 12.3 46.3 -0.94 -43.5 -51.9 -35.2 FIXED PANEL 8 4 12.3 46.3 0.95 0.18 44.0 35.7 52.3 12.3 46.3 -1.05 -48.6 -56.9 -40.3 5 12.3 46.3 0.95 44.0 35.7 52.3 12.3 46.3 -1.29 -59.7 -68.1 -51.4 DOOR 2 CMU WALL 7 4 12.3 46.3 0.95 0.18 44.0 35.7 52.3 12.3 46.3 -1.05 -48.6 -56.9 -40.3 9 4 12.3 46.3 0.90 0.18 41.7 33.3 50.0 12.3 46.3 -1.00 -46.3 -54.6 -38.0 5 12.3 46.3 0.90 41.7 33.3 50.0 12.3 46.3 -1.19 -55.1 - 63.4 -46.8 kind Loads on Structures Copyright © 2000 SDG, Inc. Page 9 of 17 Addition to Mr. & Mrs. Gallo Residence O MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 • Wind Loads on Structures Copyright © 2000 SDG, Inc. September 10, 2004 # I Surface I z (ft) q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) 1 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 2 Windward Wall 10.8 46.3 0.80 32.6 24.3 40.9 11.6 46.3 32.6 24.3 40.9 12.3 46.3 32.6 24.3 40.9 3 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 4 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 5 Windward Wall 10.8 Overhang Top 12.3 Overhang Bot 12.3 46.3 0.88 0.80 0.18 32.6 24.3 40.9 46.3 -0.90 0 -36.7 46.3 32.6 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 7 Side Wall 8 Windward Wall 10.8 11.6 12.2 12.3 13.6 Overhang Top 12.3 Overhang Bot 10.8 9 Side Wall 12.3 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 46.3 0.88 0.80 0.18 32.6 24.3 46.3 32.6 24.3 46.3 32.6 24.3 46.3 32.6 24.3 46.3 32.6 24.3 46.3 -0.54 0 -22.0 46.3 0.80 32.6 46.3 0.88 -0.70 0.18 -28.5 -36.9 10 Leeward Wall 12.3 46.3 0.88 -0.50 0.18 -20.4 -28.7 11 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 12 Leeward Wall 12.3 46.3 0.88 -0.50 0.18 -20.4 -28.7 13 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 40.9 40.9 40.9 40.9 40.9 -20.2 -12.0 -20.2 -12.0 -20.2 Page 10 of 17 Addition to Mr. & Mrs. Gallo Residence • MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 September 10, 2004 # ISurface Iz (ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) A Windward Roof B Leeward Roof C &D Roof E &F Roof G Roof H &I Roof J Windward Roof 12.3 K Leeward Roof 12.3 12.3 46.3 0.88 -0.75 0.18 -30.6 -38.9 12.3 46.3 0.88 -0.50 0.18 -20.4 -28.7 O to 6.2 6.2 to 12.3 12.3 to 24.0 O to 6.2 6.2 to 12.3 12.3 to 24.7 24.7 to 27.0 O to 6.2 6.2 to 12.3 12.3 to 13.3 O to 6.2 6.2 to 12.3 12.3 to 24.7 24.7 to 29.0 46.3 0.88 -0.91 0.18 -37.1 -45.4 46.3 -0.89 -36.3 -44.6 46.3 -0.51 -20.8 -29.1 46.3 0.88 -0.90 0.18 -36.7 -45.0 46.3 -36.7 -45.0 46.3 -0.50 -20.4 -28.7 46.3 -0.30 -12.2 -20.6 46.3 0.88 -1.21 0.18 -49.3 -57.6 46.3 -0.73 -29.7 -38.1 46.3 -0.67 -27.3 -35.6 46.3 0.88 -0.90 0.18 -36.7 -45.0 46.3 -36.7 -45.0 46.3 -0.50 -20.4 -28.7 46.3 -0.30 -12.2 -20.6 46.3 0.88 -0.68 0.18 -27.7 -36.0 46.3 0.88 -0.49 0.18 -20.0 -28.3 -22.2 -12.0 -28.7 -27.9 -12.4 -28.3 -28.3 -12.0 -3.9 -41.0 -21.4 -19.0 -28.3 -28.3 -12.0 -3.9 -19.4 -11.6 • Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 11 of 17 Addition to Mr. & Mrs. Gallo Residence MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 September 10, 2004 # I Surface I z (ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) 1 Leeward Wall 12.3 2 Side Wall 12.3 46.3 3 Windward Wall 10.8 4 Windward Wall 10.8 5 Side Wall 12.3 6 Windward Wall 10.8 7 Leeward Wall 12.3 8 Side Wall 12.3 9 Windward Wall 10.8 Overhang Top 12.3 Overhang Bot 10.8 46.3 0.88 -0.49 0.18 -20.0 -0.70 -28.5 46.3 0.88 0.80 0.18 32.6 46.3 0.88 0.80 0.18 32.6 46.3 0.88 -0.70 0.18 -28.5 46.3 0.88 0.80 0.18 32.6 46.3 0.88 -0.49 0.18 -20.0 46.3 0.88 -0.70 0.18 -28.5 46.3 0.88 0.80 0.18 32.6 46.3 -0.54 0 -22.0 46.3 32.6 10 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 11 Windward Wall 10.8 46.3 11.6 46.3 12.2 46.3 12.3 46.3 13.8 46.3 Overhang Top 12.3 46.3 Overhang Bot 10.8 46.3 12 Side Wall 12.3 13 Leeward Wall 12.3 A &B Roof 0 to 6.2 0.88 0.80 0.18 32.6 32.6 32.6 32.6 32.6 -0.54 0 -22.0 0.80 32.6 46.3 0.88 -0.70 0.18 -28.5 46.3 0.88 -0.49 0.18 -20.0 46.3 0.88 -0.90 0.18 -36.7 -28.3 -36.9 24.3 24.3 -36.9 24.3 -28.3 -36.9 24.3 -36.9 24.3 24.3 24.3 24.3 24.3 -36.9 -28.3 -45.0 -11.6 -20.2 40.9 40.9 -20.2 40.9 -11.6 -20.2 40.9 -20.2 40.9 40.9 40.9 40.9 40.9 -20.2 -11.6 -28.3 • Wind Loads on Structures Copyright ri ht © 2000 SDG, Inc. Page 12 of 17 Addition to Mr. & Mrs. Gallo Residence MWFRS Net Pressures • This data was calculated using the building of all heights method. Wind Direction 2 September 10, 2004 # I Surface I z (ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi ( psf)I Net w/ -GCpi (psf) C Windward Roof 12.3 D Leeward Roof 12.3 E Windward Roof 12.3 F Leeward Roof 12.3 G Roof H Windward Roof 12.3 I Leeward Roof 12.3 J&K Roof 6.2 to 12.3 12.3 to 24.7 24.7 to 54.0 O to 6.2 6.2 to 12.3 12.3 to 20.8 Oto6.2 6.2 to 12.3 12.3 to 22.0 46.3 46.3 46.3 -0.50 -0.30 -36.7 -20.4 -12.2 46.3 0.88 -0.54 0.18 -22.0 -30.3 46.3 0.88 -0.46 0.18 -18.7 -27.1 46.3 0.88 -1.04 0.18 -42.4 -50.7 46.3 0.88 -0.62 0.18 -25.3 -33.6 46.3 0.88 -0.98 0.18 -39.9 46.3 -0.86 -35.0 46.3 -0.54 -22.0 46.3 0.88 -0.77 0.18 -31.4 46.3 0.88 -0.51 0.18 -20.8 46.3 0.88 -0.94 0.18 -38.3 46.3 -0.88 -35.9 46.3 -0.52 -21.2 -45.0 -28.7 -20.6 -48.3 -43.4 -30.3 -39.7 -29.1 -46.6 -44.2 -29.5 -28.3 -12.0 -3.9 -13.7 -10.4 -34.0 -16.9 -31.6 • -26.7 -13.7 -23.0 -12.4 -30.0 -27.5 -12.9 Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 13 of 17 � 9 Addition to Mr. & Mrs. Gallo Residence • MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 September 10, 2004 1 # Surface i z (ft) I q (psf) J G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) 1 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 2 Leeward Wall 12.3 3 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 4 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 5 Leeward Wall 12.3 46.3 0.88 -0.50 0.18 -20.4 -28.7 -12.0 6 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 7 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 46.3 0.88 -0.50 0.18 -20.4 -28.7 -12.0 9 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 8 Leeward Wall 12.3 10 Windward Wall 10.8 11.6 12.2 12.3 13.6 Overhang Top 12.3 Overhang Bot 10.8 12 Windward Wall 10.8 Overhang Top 12.3 Overhang Bot 10.8 A Leeward Roof 12.3 46.3 -0.50 -20.4 -28.7 -12.0 46.3 0.88 0.80 0.18 32.6 46.3 32.6 46.3 32.6 46.3 32.6 46.3 32.6 46.3 -0.54 0 -22.0 46.3 0.80 32.6 24.3 24.3 24.3 24.3 24.3 40.9 40.9 40.9 40.9 40.9 11 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 46.3 0.88 0.80 0.18 32.6 24.3 40.9 46.3 -0.54 0 -22.0 46.3 32.6 13 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 46.3 0.88 -0.50 0.18 -20.4 -28.7 -12.0 it ind Loads on Structures Copyright © 2000 SDG, Inc. Page 14 of 17 Addition to Mr. & Mrs. Gallo Residence .VIWFRS Net Pressures • This data was calculated using the building of all heights method. Wind Direction 3 September 10, 2004 # I Surface I z (ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) B Windward Roof 12.3 C &D Roof E &F Roof G Roof H &I Roof J Leeward Roof 12.3 K Windward Roof 12.3 O to 6.2 6.2 to 12.3 12.3 to 24.0 O to 6.2 6.2 to 12.3 12.3 to 24.7 24.7to27.0 O to 6.2 6.2 to 12.3 12.3 to 13.3 O to 6.2 6.2 to 12.3 12.3 to 24.7 24.7 to 29.0 46.3 0.88 -0.75 0.18 -30.6 -38.9 -22.2 46.3 0.88 -0.91 0.18 -37.1 46.3 -0.89 -36.3 46.3 -0.51 -20.8 46.3 0.88 -0.90 0.18 -36.7 46.3 -36.7 46.3 -0.50 -20.4 46.3 -0.30 -12.2 46.3 0.88 -1.21 0.18 -49.3 46.3 -0.73 -29.7 46.3 -0.67 -27.3 -45.4 -44.6 -29.1 -45.0 -45.0 -28.7 -20.6 -57.6 -38.1 -35.6 -28.7 -27.9 -12.4 -28.3 -28.3 -12.0 -3.9 -41.0 -21.4 -19.0 46.3 0.88 -0.90 0.18 -36.7 -45.0 -28.3 46.3 -36.7 -45.0 -28.3 46.3 -0.50 -20.4 -28.7 -12.0 46.3 -0.30 -12.2 -20.6 -3.9 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 46.3 0.88 -0.68 0.18 -27.7 -36.0 -19.4 Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 15 of 17 Addition to Mr. & Mrs. Gallo Residence MWFRS Net Pressures • This data was calculated using the building of all heights method. Wind Direction 4 September 10, 2004 # I Surface I z ( ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) 1 Windward Wall 10.8 46.3 0.88 0.80 0.18 32.6 24.3 40.9 2 Side Wall 12.3 46.3 -0.70 -28.5 -36.9 -20.2 3 Leeward Wall 12.3 4 Leeward Wall 12.3 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 5 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 6 Leeward Wall 12.3 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 7 Windward Wall 10.8 46.3 0.88 0.80 0.18 32.6 24.3 40.9 Overhang Top 12.3 46.3 -0.54 0 -22.0 Overhang Bot 10.8 46.3 32.6 8 Side Wall 9 Leeward Wall 12.3 10 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 11 Leeward Wall 12.3 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 12 Side Wall 12.3 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 13 Windward Wall 10.8 11.6 12.2 12.3 13.8 A &B Roof 12.3 . 46.3 0.88 -0.70 0.18 -28.5 -36.9 -20.2 46.3 0.88 -0.49 0.18 -20.0 -28.3 -11.6 46.3 0.88 0.80 0.18 32.6 24.3 40.9 46.3 32.6 24.3 40.9 46.3 32.6 24.3 40.9 46.3 32.6 24.3 40.9 46.3 32.6 24.3 40.9 0 to 6.2 46.3 0.88 -0.90 0.18 -36.7 -45.0 -28.3 6.2 to 12.3 46.3 -36.7 -45.0 -28.3 12.3 to 24.7 46.3 -0.50 -20.4 -28.7 -12.0 • Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 16 of 17 Addition to Mr. & Mrs. Gallo Residence MWFRS Net Pressures • This data was calculated using the building of all heights method. Wind Direction 4 September 10, 2004 # ISurface I z (ft) I q (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) A &B Roof 24.7 to 54.0 46.3 0.88 -0.30 0.18 -12.2 -20.6 -3.9 C Leeward Roof 12.3 46.3 -0.46 -18.7 -27.1 -10.4 D Windward Roof 12.3 46.3 0.88 -0.54 0.18 -22.0 -30.3 -13.7 E Leeward Roof 12.3 46.3 0.88 -0.62 0.18 -25.3 -33.6 -16.9 F Windward Roof 12.3 46.3 0.88 -1.04 0.18 -42.4 -50.7 -34.0 G Roof H Leeward Roof 12.3 J &K Roof Windward Roof 12.3 O to 6.2 6.2 to 12.3 12.3 to 20.8 O to 6.2 6.2 to 12.3 12.3 to 22.0 46.3 0.88 -0.98 0.18 -39.9 -48.3 -31.6 46.3 -0.86 -35.0 -43.4 -26.7 46.3 -0.54 -22.0 -30.3 -13.7 46.3 0.88 -0.51 0.18 -20.8 -29.1 -12.4 46.3 0.88 -0.77 0.18 -31.4 -39.7 -23.0 46.3 0.88 -0.94 0.18 -38.3 46.3 -0.88 -35.9 46.3 -0.52 -21.2 -46.6 -44.2 -29.5 -30.0 -27.5 -12.9 11) Wind Loads on Structures Copyright © 2000 SDG, Inc. Page 17 of 17 � 9 CONSULTING ENGINEERING FBPE CA 09655. 3370 CORAL WAY mtAmt FLORIDA 33145 & SPECIALTY SERVICES, INC. Phone:(305) 244-4373 Fax (305) 481-0789 E-Mat nwcsconsultIngramsn.com DESIGN • INSPECTION • INVESTIGATION • TESTING • REPORTS 3370 CORAL WAY. MIAMI, FL 33145 JOB SHEET No CALCULATE BY CHECK BY SCALE DATE 4 DATE 1/ MIAMI, FLORIDA PHONE: (305) 244-4373. FAX: (305)461-0789 61.t.6 0 6 CONSULTING ENGINEERING FBPE C.A # 9655. 3370 CORAL WAY MIAMI. FLORIDA 33145 0 f & SPECIALTY JOB SHEET No. 7 CALCULATE BY CHECK BY SCALE SERVICES, INC. Phone:(305) 244-4373 Fax (305)481-0789 E-Mat nwcsconsultIng@mancont 2 ic -7 110 'Pe • ao Tz-f - j d ) .OVA / 401. OF DATE . DATE PLF z cos /2 ea 0 Dea 2 Y 30 tb tO if . 2 r'S DESIGN • INSPECTION • INVESTIGATION • TESTING • REPORTS MIAMI, FLORIDA 3370 CORAL WAY. MIAMI, FL 33145 c.c r$ F PHONE: (305) 244-4373. FAX: (305)461-0789 • • • SUM Fy NWCS Consulting & Specialty Engineering Services, Inc. PROJECT: ADDITION TO GALLO RESIDENCE NWCS PROJECT No: GIRDER TRUSS GT -1 1) UPLIFT Wo1= 177.7 pif. Lot= Wo2= 177.7 pif Lo2= W1= 218.5 plf L1= W2= 0.0 plf L2= W3= 0.0 pif L3= W4= 0.0 pif L4= W5= 0.0 pif 15= W6= 0.0 pif L6= P1= 0.0# A= P2= 0.0 # B= R1 2566.7 # R2 2566.7 # SUM Fy 9.09E -13 TYPICAL TRUSS T -1 1) UPLIFT Wo1= 177.7 pif Lo1= Wo2= 177.7 pif Lo2= W1= 122.1 pif L1= W2= 0.0 pif L2= W3= 0.0 pif. L3= W4= 0.0 pif, L4= W5= 0.0 pif L5= W6= 0.0 pif L6= P1= 0.0 # A= P2= 0.0 # B= R1 1538.2 # R2 1538.2 # - 4.5E -13 13`ft ;13 ft' 21.3 ft 0 0'ft 0.0 ft? 0.0 0.0 f 0.0-ft 0.O ft 0.0ft 1.3.ft 1.3 ft 21.3 ft 0.0 ft O.O ft, O:O ft 0.0 ft 0.0 ft 0.0 ft 0.Oft 2) GRAVITY Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 R2 SUM Fy 0 2) GRAVITY Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 R2 SUM Fy 110.0 plf Lo1= 110:0'piff Lo2= 190.9:piff L1= 0.0 pif L2= 0.0 pif; L3= 0.0 plf L4= 0.0 plfi L5= 0:O pif; L6= 0:0 #'A= 0.0 #. B= 2246.2 #1 2246.2 #i 110.0 pif Lo1= 1 pif Lo2= 110.0 pif L1= 0.0 pif L2= 0.0 plf L3= OO plf, L4= 0.0: plf. L5= 0.0 ID If. L6= 0.0 # 0.0 B= 1319.5 # 1319:5 # - 4.5E -13 1.3 ft 1.3ft 21.3 ft; 0.0 ft 0.0 ft 0.0 ft 0.0 ft , 0:0 ft' 0.0 ft 0.0 ft. 1.3 ft 1:3 ft 21.3 ft' 0.0 ft . 0.0 ft 0.0 ft: 0.0 ft . 0.0 ft 0.Oft 0.Oft NWCS Consulting & Specialty Engineering Services, Inc. • PROJECT: ADDITION TO GALLO RESIDENCE NWCS PROJECT No: WO 1 • i iii w it�iiiiia w 02 HIP TRUSS H -1 1) UPLIFT Wo1= 312.4 pif. Lo1= Wo2= 0.0. pif Lo2= W1= 210.8 pif L1= W2= 0.0 Of L2= W3= 0.0 pif L3= W4= 0.0 pif L4= W5= 0.0 pif L5= W6= 0.0 plf. . L6= P1= 0.0 # A= • P2= R1 0.0 # B= 143 2.4 # R2 . 693.7 # SUM Fy 0 JACK TRUSS J -1 1) UPLIFT Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 177.7 pif Lo1= 0.0 pif Lo2= 184.0 pif L1= 0.0 plf L2= 0.0 pif L3= 0.0 pif L4= 0.0 pif L5= 0.0 plf L6= 0.0 # A= 0.0 # B= 741.5 # R2 444.2 # SUM Fy 0 • 1.9 ft OOft` 7.3:ft! 0:0-ft. 0:0 ft? 0.0ft= 0.0 ft '0.0 ft: 0.0 ft 0.0 ft .:•1.3`ft OO,ft' 5.2`ft! O.Oft' 0.0: ft 0.0 ft 0.0 4 0.0 ft .0.0 It 2) GRAVITY Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 R2 SUM Fy 2) GRAVITY Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 R2 SUM Fy .110.0 pif Lo1= 0.0 plfi Lo2= 137 5 pif; L1= ,0.0 plf? L2= L3= 0 0 pif L4= 0.0 . 0:Cy.ofi L5= 0 ,O pif L6= 0.0 # ;A= 00# B= 735 # 475.2 #. 0 110 O pif: Lo1= 0.0 pif Lo2= 110.0.01f! L1= 0.0 pif L2= 0.0 pif; L3= 0.0 pif; L4= 0.0 plf: L5= 0.0 pif; L6= 0.0 # A= 0.0 #B= 449.0 #i 264.9 # 1.14E -13 1.9 ft, 0:0 ft 7.3 ft' 0.0 ft 0;0 ft` 0:0 ft 0.0ft 0.0 ft' 0.0 ft. 0.0 ft'' 1.3 fts . 0.0 ft 5:2 ft`. 0 :0 ft. 0.0ft: 0.0 ft .0.0 ft 0.'0 ft 0 :0 ft 0.0 ft NWCS Consulting & Specialty Engineering Services, Inc. • PROJECT: ADDITION TO GALLO RESIDENCE NWCS PROJECT No: Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= • R1 R2 SUM Fy • i i Liftr: Akiiiiiiiwi Li RAFTERS 1) UPLIFT 0.0 plf Lo1= 122.5 pif Lo2= 75.6 pif L1= 0.0 plf L2= 0.0 plf: L3= 0.0 plf L4= 0.0 plf L5= 0.0 pif L6= 0.0 A= 0.0 # B= 488.5 # 743.5 #_ - 1.1E -13 O.O �ft` 1.8 ft 13:3ft: O.O ft O.0 ft". 00 ft Q.0 ft; 0.0 ft: 0.0 ft: 0.0 ft Wo1= Wo2= W1= W2= W3= W4= W5= W6= P1= P2= R1 2) GRAVITY 0.0 plf; Lo1= =73.3; plf' Lo2= 73.3 plf L1= .0.0 pif L2= 0.0 pif L3= 0.0' pif L4= 0Oplf L5= O O.pif L6= 0.0 #A= 0.0 #! B= 479:5 R2 '6321 SUM Fy 1.14E -13 0.0 ft 1.8. ft: 13.3 ft 0.0 ft 0.0. ft 0.0 ft . 0.0 ft' 0.0 ft 0.Oft 0.0 ft, • • NWCS CONSULTING & SPECIALTY ENGINEERING SERVICES, INC. 560100 User. IM- 0603206, Ver 5.6.1, 25- Oct -2002 (0 583-2002 ENERCALC Engineering Software General Timber Beam Page 1 o: Sec555gallo addition. eow: Calculations Description [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements a Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 934.62 psi Fb 967.85 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left © Right Bending Analysis Ck 31.658 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Single Cantilevered Rafters (Gravity) 2x10 Le Rb DL DL DL 1.500 in 9.250 in 1.000 Pin -Pin 35.000 pcf 1.67 k -ft -0.06 k -ft 0.00 k -ft -0.13 k -ft 1.73 fv Fv Dead Load -0.156 in 6.604 ft 1,026.3 D.L. Defl) ... 0.234 in 0.000 in 0.096 in 12.837 ft 25.171 Max Moment 1.67 k -ft 0.00 k -ft 0.13 k -ft © Left Support 0.67 k 7.482 in2 90.00 psi 0.50 k 0.66 k 33.00 #/ft #/ft 33.00 #/ft 50.06 psi 90.00 psi Center Span Left Cantilever Right Cantilever Southem Pine, No. Fb Base Allow Fv Allow Fc Allow E 'Full Length Uniform Loads 1 LL LL LL Span= 13.33ft, Right Cant= 1.83ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin 0.966 : 1 1.7 k -ft 1.7 k -ft at 6.604 ft at 13.330 ft Total Load -0.335 in 6.665 ft 476.98 Reactions... Left DL Right DL Sxx 21.391 in3 CI 0.922 Sxx Req'd 20.66 in3 0.00 in3 1.48 in3 © Right Support 0.69 k 7.718 in2 90.00 psi 13.33ft Lu ft Lu 1.83ft Lu 2 2 -4 Thick, 10 Wid 1,050.0 psi 90.0 psi 565.0 psi 1,600.0 ksi 40.00 #/ft #/ft 40.00 #/ft Maximum Shear Allowable Shear: Camber: 0.24 k 0.31 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd * 1.5 Area 13.875 in2 Allowable fb 967.85 psi 1,050.00 psi 1,037.20 psi © Left @ Right © Left @ Center @ Right Max Max 6.50 ft 0.00 ft 1.83 ft Repetitive Member Beam Design OK 0.7 k 1.2 k 0.50 k 0.52 k 0.000 in 0.234 in 0.096 in 0.50 k 0.66 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Calcs 1 0.595 in 0.777 in 0.064 in 0.139 in 688.1 315.6 • NWCS CONSULTING & SPECIALTY ENGINEERING SERVICES, INC. Rev. 560100 User: KW -0603206, Ver 5.6.1, 25 -Oct -2002 _ (011993-2002 ENERCALC Engineering Software General Timber Beam Page 1 o:5ec55tgafo addition.eow:Caiculations Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type 2x10 Center Span 13.33 ft Lu 1.500 in Left Cantilever ft Lu 9.250 in Right Cantilever 1.83ft Lu Southern Pine, No.2 2 -4 Thick, 10 Wid Fb Base Allow 1,050.0 psi Load Dur. Factor 1.330 Fv Allow 90.0 psi Beam End Fixity Pin -Pin Fc Allow 565.0 psi E 1,600.0 ksi [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 13.33ft, Right Cant= 1.83ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.791 : 1 Maximum Moment -1.7 k -ft Allowable 2.1 k-ft Max. Positive Moment 0.00 k -ft at 0.000 ft Max. Negative Moment -1.68 k -ft at 6.665 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.21 k -ft Max. M allow 2.12 lb 942.00 psi fv Fb 1,191.56 psi Fv Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center @ Left @ Right Bending Analysis Ck 27.451 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Single Cantilevered Rafters (Uplift) Dead Load 0.000 in 13.330 ft 0.0 D.L.Defl) 0.000 in 0.000 in 0.000 in Le Rb DL DL DL 12.837 ft 25.171 Max Moment 1.68 k -ft 0.00 k -ft 0.21 k -ft @ Left Support 0.67 k 5.625 in2 119.70 psi -0.50 k -0.74 k #/ft #/ft #/ft 50.19 psi 119.70 psi Total Load 0.339 in 6.665 ft 471.47 LL LL LL Reactions... Left DL Right DL Sxx 21.391 in3 CI 0.853 Sxx Req'd 16.91 in3 0.00 in3 1.79 in3 @ Right Support 0.70 k 5.818 in2 119.70 psi -75.60 #/ft #/ft - 122.50 #/ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd 0.595 in Bearing Length Req'd 0.877 in 6.50 ft 0.00 ft 1.83 ft Repetitive Member Beam Design OK 0.7 k 1.7 k @ Left 0.50 k @ Right 0.52 k Camber: @ Left 0.000 in @ Center 0.000 in @ Right 0.000 in 0.00 k 0.00 k Area 13.875 in2 Allowable fb 1,191.56 psi 1,396.50 psi 1,372.16 psi Max -0.50 k Max -0.74 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in -0.144 in 0.0 304.8 Stress Calcs 1 CONSULTING ENGINEERING FBPE C.A. # 9855. 3370 CORAL WAY MIAMI, FLORIDA 33145 & SPECIALTY SERVICES, INC. Phana:(305) 244-4373 Far (305) 481-0789 E-Mak nwcsconsultIngiamsncom JOB . SHEET No. OF CALCULATE BY DATE .0.9 CHECK BY DATE SCALE cir Zsr z 9P •••■•••• DESIGN • INSPECTION • IN VESTIGA TION • TESTING • REPORTS MIAMI. FLORIDA 3370 CORAL WAY. MIAMI, FL 33145 PHONE: (305) 244-4373. FAX: (305)461-0789 CONSULTING ENGINEERING FBPE C.A. # 965& 3370 CORAL WAY MIAMI. FLORIDA 33145 & SPECIALTY SERVICES, INC. Phone:(305) 2444373 Fax (305)481-0789 E-Mat nwasarinsultlngamsn.com • JOB SHEET No. CALCULATE BY CHECK BY SCALE a DATE .... DATE DESIGN • INSPECTION • INVESTIGATION •TEST1NG •REPORTS MIAMI. FLORIDA 3370 CORAL WAY. MIAMI, FL 33145 PHONE: (305) 244-4373. FAX: (305)461-0789 _ Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth SPAN 13.50 8.00 16.00 Pin -Pin 0.62in2 13.50in 0.62in2 2.50in 0.62in2 2.50in Loads Using Live Load This Span ?? Yes Dead Load k/ft 0.350 Live Load k/ft 0.250 Results Beam OK Mmax @ Cntr k -ft 20.84 @ X = ft 6.75 Mn • Phi . k -ft 35.71 Max @ Left End k -ft 0.00 Mn • Phi k -ft 35.71 Max @ Right End k -ft 0.00 Mn • Phi k -ft 35.71 Bending OK Shear @ Left k 6.18 Shear @ Right k 6.18 Reactions & Deflections DL @ Left k 2.36 LL @ Left k 1.69 Total @ Left k 4.05 DL @ Right k 2.36 LL @ Right k 1.69 Total @ Right k 4.05 Max. Deflection in -0.047 @ X = ft 6.75 Inertia : Effective in4 2,649.75 [Shear Stirrups • • NWCS CONSULTING & SPECIALTY ENGINEERING SERVICES, INC. Rev 560100 User: KW- 0603206, Ver 5.6.1, 25 -Oct -2002 (c)1583 -2002 ENERCALC Engineering Softw are Multi -Span Concrete Beam Page 1 c: tec551gallo addition eco: Calculations Description BEAM B -1 General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements 1 Fy t'c Stirrup Rebar Area Spacing @ Left Spacing @ ,2•L Spacing @ .4'L Spacing @ .6'L Spacing @ .8•L Spacing @ Right 60,000.0 psi 4,000.0 psi in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 [Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth SPAN 13.50 8.00 24.00 Pin -Pin 0.62in2 21.50in 0.62in2 2.50in 0.62in2 2.50in Loads . Using Live Load This Span ?? Yes Dead Load k/ft 0.300 Live Load k/ft 0.110 Results Beam OK 1 Mmax © Cntr k -ft 13.83 @ X = ft 6.75 Mn • Phi k -ft 58.00 Max © Left End k -ft 0.00 Mn • Phi k -ft 58.00 Max © Right End k -ft 0.00 Mn • Phi k -ft 58.00 Bending OK Shear @ Left k 4.10 Shear © Right k 4.10 Reactions & Deflections DL @ Left k 2.02 LL @ Left k 0.74 Total © Left k 2.77 DL © Right k 2.02 LL © Right k 0.74 Total © Right k 2.77 Max. Deflection in -0.009 @ X = ft 6.75 Inertia : Effective in4 9,216.00 [Shear Stirrups • • NWCS CONSULTING & SPECIALTY ENGINEERING SERVICES, INC. Rev. 560100 User: KW-0603206, vet 5.6.1, 25- Oct -2002 _ (01583 -2002 ENERCALC Engineering Softer are Multi -Span Concrete Beam Page 1 c:1ec555gaf o addtion. ecw: Calculations Description General Information Calculations are designed to ACI 318 -95 and 1997 UBC Requirements II Fy fc Stirrup Rebar Area Spacing © Left Spacing @ .2•L Spacing @ .4•L Spacing © .6•L Spacing © .8•L Spacing © Right BEAM B -2 60,000.0 psi 4,000.0 psi in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 Project : Location: TIME: 02: 410E: 09- • • M- Wall!: MASONRY WALL ANALYSIS AND DESIGN ADDITION TO GALLO RESIDENCE. CMU Z5 933 NE 99th ST. MIAMI SHORES, FLORIDA 28 PM 10 -2004 GRAPHIC SUMMARY OF MASONRY WALL DATA 0.00 in. D.L. 93.8 Lb L.L. 112.5 Lb Floor / Roof Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS Tit 02:27 PM Page: 1 : 09-10-2004 MASONRY WALL DATA: Wall Height = 9.33 ft. Nominal Wall Thickness = 8.00 in. Depth to c.g. Steel, Wall = 3.81 in. Design Strip Width = 12.00 in. DESIGN LOADS: Moment, Axial Load, Load Combination Rebar Design Furnished Area of Steel Minimum Area of Steel • 20000 • M-Wall!: MASONRY WALL ANALYSIS AND DESIGN 15000 Axial Load 10000 (Ibs) 5000 0 Ms = 0 ft-lb / Wall Veneer in. Ps = 606.95 Lb / Wall Veneer in. = (DL + WL) = #5 @ 6 i .c. = 0.066 inA2 / Wall Veneer in. = 0.064 inA2 / Wall Veneer in. Load - Moment Interaction Diagram 1111=11=1, 0 500 1000 1500 2000 2500 Moment (ft-Ibs) EiME: 02:29 PM E: 09 -10 -2004 DESIGN METHOD : MASONRY MATERIAL : MORTAR TYPE : MORTAR MATERIAL : BLOCK PLACEMENT : MASONRY WALL DATA: Wall Height Nominal Wall Thickness Depth to c.g. Steel, Wall Parapet Height Nominal Parapet Thickness Depth to c.g. Steel, Parapet Design Strip Width iiV ain Wall Reinf. Layers 1 Grout Spacing Support Type at Base Span Type WALL LOADS: Wall Weight Floor or Roof Load: Additional Vertical Load: • M- Wall!: MASONRY WALL ANALYSIS AND DESIGN Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA ACI / ASCE 530 -95 Masonry Code Hollow Core Concrete Masonry Units Type M Masonry Cement Mortar Running Bond 9.33 ft. = 8.00 in. 3.81 in. 0.00 ft. = 0.00 in. = 0.00 in. 12.00 in. Dead = Live = Eccentricity = Dead = Live = Eccentricity = Vertical Distance (y) = Equivalent Fluid Pressure Vertical Distance (x) = = One Layer = Partially Grouted = Pinned Support = Supported Top and Bottom 55.00 psf. 93.8 Lb 112.5 Lb 0.00 in. 0.0 Lb 0.0 Lb 0.00 in. 0.00 ft. 0.00 pcf. 0.00 ft. By: NWCS Page: 1 Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS M- Wall!: MASONRY WALL ANALYSIS AND DESIGN TIME: 02:29 PM Page: 2 •TE: 09 -10 -2004 SEISMIC LOADS: Seismic Load Zone (0 to 4) = Zone 0 Seismic Zone Factor, Z = 0.00 Seismic Importance Factor, I = 0.00 Seismic Numerical Coeff: Wall Cp = 0.75 Parapet Cp = 2.00 Include Masonry Veneer Weight? = No Veneer Weight = 0.00 psf. WIND LOADS: 1 4 5 • Distance From Load Magnitude Base of Wall (ft) W or H (plf, lb) Start End -63.40 0.00 9.33 Notes: 1. "W" designates a uniform distributed wind load. "H" designates a concentrated horizontal wind load. 2. Horizontal loads are positive to the right. Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA T ME: 02:29 PM 09 -10 -2004 MASONRY DATA: Masonry Unit Strength Special Inspection? Masonry Compressive Strength, f'm Allowable Flexural Stress, Fb Allowable Shear Stress, Fv Allowable Tension: No Grout, Ft Solid Grout, Ft Modulus of Elasticity, Em Modular Ratio, Es /Em = n Single Grouted Cell + Web Width Nominal Length of Masonry Unit Block Face Shell Thickness Nominal Minus Actual Thickness TERIAL DATA: Steel Yield Strength, Allowable Steel Stress, Modulus of Elasticity, REINFORCED WALL DATA: Minimum Steel Ratio, As /bt • M- Wall!: MASONRY WALL ANALYSIS AND DESIGN = 1900.00 psi. = Yes = 1500.00 psi. = 500.00 psi. = 38.73 psi. = 15.00 psi. = 41.00 psi. 1,350 ksi. = 21.48 8.31 in. 16.00 in. 1.25 in. 0.38 in. Fy = 60.00 ksi. Fs = 24.00 ksi. Es = 29,000 ksi. = 0.0007 By: NWCS Page: 3 Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA TIME: 02:29 PM •E: 09 -10 -2004 DESIGN LOADS: Moment, Ms = -689.9 ft -lb / 12.00 in. Axial Load, Ps = 350.4 Lb / 12.00 in. Load Combination = (DL + WL) Eccentricity at Moment, e = M/P = 23.63 in. NOTE: Max. moment is located in Zone C, (e > 2d/3) Wall is cracked, steel is stressed in tension. Max. Shear, Vs = 295.8 Lb / 12.00 in. Load Combination = (DL + WL) ANALYSIS RESULTS: Design Strip Width tual Wall Thickness, f fective Height, Seismic Force, Minimum Area of Steel, Vertical Reinf. = 0.064 in. ^2 / 12.00 in. Minimum Area of Steel, Horiz. Reinf. = Not Req'd, Ref. UBC 2106.1.12 DESIGN RESULTS: #3 #4 #5 #6 #7 #8 #9 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** S U M M A R Y O F R E S U L T S F O R M A I N W A L L ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Bar Fa, psi fv, psi Size (4 /3 *.25 *f *R) (V /b'd) 447.69 457.23 460.85 460.85 460.85 460.85 460.85 M- Wall!: MASONRY WALL ANALYSIS AND DESIGN 12.45 24.89 43.56 49.79 49.79 49.79 49.79 = 12.00 in. t = 7.63 in. h' = 9.33 ft. Fp = ZICp * Wt = 0.00 plf. / 12.00 in. All. Moment @ Axial Load (P =350.4 lb) 869.1 802.0 720.6 858.7 1,050.9 1,148.4 1,228.4 Bar Spa. (in. o.c.) 16.00 32.00 56.00 64.00 64.00 64.00 64.00 Max. vertical bar spacing is 48 in. o.c. in seismic zones 2, 3, & 4. 411 By: NWCS Page: 4 Effective Wall Height = 9.33 ft. All. Axial Stress, Fa = 345.64 psi. Actual Wall Thickness = 7.63 in. All. Bending Stress, Fb = 500.00 psi. Depth to c.g. Steel = 3.81 in. All. Steel Stress, Fs = 24.00 ksi. Design Width = 12.00 in. Reinforcing Design = #5 @ 56 in. o.c. Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS TIME: 02:29 PM ATE: 09 -10 -2004 MASONRY WALL INTERACTION DIAGRAM: (DEAD + LIVE LOAD ONLY) • Axial 12042 11182 10322 9462 8602 7741 • 6881 6021 5161 4301 3441 2580 1720 860 0 M- Wall!: MASONRY WALL ANALYSIS AND DESIGN * * * * * * * * * * * * * * * * NOTES: Axial Load = Lb, Moment = ft -lb Page: 5 Moment 960 * 1114 * * 1267 * * 1421 * * 1571 * * 1674 * * 1645 * * 1540 * * 1423 * * 1294 * * 1163 * * 1033 * * Positive moment is defined as moment which causes compression on the outside face of wall. 905 706 467 • Project : ADDITION TO GALLO RESIDENCE. CMU Z5 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS TIME: 02:29 PM 4 1 0 ,T.: 09-10-2004 MASONRY WALL INTERACTION DIAGRAM: (WIND / SEISMIC LOADS) Effective Wall Height = 9.33 ft. All. Axial Stress, Fa = 460.85 psi. Actual Wall Thickness = 7.63 in. All. Bending Stress, Fb = 666.67 psi. Depth to c.g. Steel = 3.81 in. All. Steel Stress, Fs = 32.00 ksi. Design Width = 12.00 in. Reinforcing Design = #5 @ 56 in. o.c. Axial Moment 16056 14909 13763 12616 11469 10322 • 9175 8028 6881 5734 4588 3441 2294 1147 0 M-Wall!: MASONRY WALL ANALYSIS AND DESIGN * * * * * * * * * * * * * * * * NOTES: Axial Load = Lb, Moment = ft-lb * * * * Positive moment is defined as moment which causes compression on the outside face of wall. Page: 6 1280 1485 1690 1895 2095 * 2231 * 2193 * 2054 1897 1726 1551 1378 1207 941 622 TIME: 02:30 PM Page: 1 410E: 09 -10 -2004 M- Wall!: MASONRY WALL ANALYSIS AND DESIGN Project : ADDITION TO GALLO RESIDENCE. CMU Z4 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS • • GRAPHIC SUMMARY OF MASONRY WALL DATA 0.00 in. D.L. 291.6 Lb L.L. 350.0 Lb Floor / Roof Project : ADDITION TO GALLO RESIDENCE. CMU Z4 Location: 933 NE 99th ST. MIAMI SHORES, FLORIDA By: NWCS TIME: 02:30 PM Page: 1 09 -10 -2004 MASONRY WALL DATA: Wall Height = 9.33 ft. Nominal Wall Thickness = 8.00 in. Depth to c.g. Steel, Wall = 3.81 in. Design Strip Width = 12.00 in. DESIGN LOADS: Moment, Axial Load, Load Combination Rebar Design Furnished Area of Steel Minimum Area of Steel • M- Wall!: MASONRY WALL ANALYSIS AND DESIGN 20000 15000 Axial Load 10000 (Ibs) 5000 Ms = 9.668146E -06 ft -lb / Wall Veneer in. Ps = 291.6 Lb / Wall Veneer in. = (DL + WL) = #5 @ 56 in. o.c. = 0.066 in ^2 / Wall Veneer in. = 0.064 in ^2 / Wall Veneer in. Load - Moment Interaction Diagram 0 0 500 1000 1500 2000 2500 Moment (ft -Ibs) • NOTICE OF,COMMENCEMENT A RE CORDED COPY MUST BE POSTED ON THE.JOB SITE AT TIME OF FIRST INSPECTION C 1` 9 200.4R0860169 efi# , / / -q 2 7 - OR Bk R DE D Fs 1 /20 °v Ups) ' PERMIT NO. `�` °` RECORDED 10/01 /2004 12t 55 :22 T AX FOLIO NO: HARVEY RUVINv' CLERK OF COURT MIAMI -DADS COUNTY' FLORIDA LAST PAGE STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statues, the following information is provided in this Notice of Commencement. 1. Leal description �. property and / street /address: / 33 f g 5 - .1.1 6,/,--464 V 2. • Description of improvement: `' 4-E'0 /di40W .j— `� > • 3. Owner(s) name and address: q33 - 72 'a gq Interest in property: �UL� Name and address of fee simple titleholder 4. Contractor's name address: P /Ion 133/ M'1 e -/ 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: • Amount of bond $ 6. Lender's name and address: ' 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by section 713,13(1)(a)7., Florida Statutes. Name and address: 0 8. ,In addition to himself, Owner designates the following person(s) to rec a copy of the Lienor's Notice as provided in Section 713.12(1)(b), Florida Statutes. - Name and address: 9. Expiration date of. once of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified) \ Sign re of Owner Print Owners Name: Men- A.)alt/. • ( .61 61vom to and_subscribed before me this 2i� day o acrem->t) Notary Public: ..vavn.anc C�9Z / Print Notarys Name: M y ( urnnisslofr �D ltltlll4 My Commission EXplre i�, , c r . n i, � /76.0 441,- /-11/25 Li. /72 5�- -�-Q `/14 (41 5ho2es VI 1111111 111111113 Ell 1IIIHII Prepared by Q5 C. ►(�q -r i e �cc Address: 10 4 >1 2 7 / •`J t rte.( �/ 33 .3 ('3c 9 Oq NWCS CONSULTING & SPECIALTY ENGINEERING ' SERVICES, INC. FBPE C.A. #9655 February 09, 2005 Miami Shores Village Building and Zoning Department Attention: Building Official Re: Inspection report for compliance with FBC 2001 section 3401.2.3.3 for the project "Addition to Gallo Residence ", located at 9329 NE 9 Ave. Miami Shores Village, FL 33018, with building permit application # 2004 -1299. The present report is issued to notify the concerned parties and corresponding authorities that NWCS Consulting & Specialty Engineering Services, Inc., represented by its principal officer, Nelson F. Walters, on 02/07/2005 made a visit to the property located at the address mentioned above and performed an inspection to verify location of tie downs ( if any) in the existing CMU walls; location of roof anchorage for all members bearing on exterior walls; and the existence of permanent bracing at gable ends. During such inspection we found that the CMU walls do not have any tie downs; all the exiting roof rafters are anchored to tie beams; and the existing gable end is only 12" high and there is neither room nor need to place cross bracing because it is too shallow. In conclusion it is our professional opinion that the only remedial work necessary to retrofit the existing structure will be the placement of tie downs from foundation to tie beam as required by FBC 2001 section 3401.8.2.3.1.2.2.1 at locations shown on structural plans submitted for permit and as per typical detail shown on the same plans. Should you have any question regarding the above statement or need further information, please do not hesitate to contact our office. Respectfully, NWCS Consulting & Specialty Engineering Services, Inc. FBPE C.A. #9655 / r li� % e • �.` 'ri cipal. alters RECEPVED Design • Inspection • Investigation • Testing • Reports MIAMI, FLORIDA NWCS Consulting & Specialty Engineering Services, Inc. Office (305) 640 4049 • Fax (305) 640 4149 493 N.W. 27 Ave. Miami, FL 33125 Mobile: (305) 244 4373 • e -mail: nwcsconsulting @msn.com M Village of Miami Shores 10020 NE 2 " Ave. Miami Shores, FL 33138 Attn: Building Official Re: Plan Corrections #1299 Gallo Residence Dear Sir, J.P. HOGAN GENERAL CONTRACTING 1331 BRISTOL AVE DAVIE, FL 33325 TEL (954) 370 -6161 FAX (954) 370 -6181 We have addressed the structural comments. Paul Kowalek has assured me that he has submitted a permit application with all related paper work ( ?). Items #3,4 and 5 have been addressed. Please discard the two sets of H.R. windows product approval submittals. The truss drawings will be submitted when the Engineer gets back into town. The two structural sheets have been reprinted. The old pages have been removed. One set of voided plans has been returned with corrections highlighted in red. Please total all permits and fees for payment. Sincerely, James Wahl 01 -31 -05 "EXCEDING EXPECTATIONS — NOT JUST OUR MOTTO BUT OUR GOAL" I, t►..) I®�, BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138-2382 TELEPHONE (305) 795-2204 FAX (305) 756 -8972 RECEIPT contractor /owner, picked up 2 sets of plane for (address) 733 I0 E 599 S'7? . from the Building and Zoning Department on (date) O 620 - a S _ to have corrections done to plans and/or get County stamps I understand that the plans need to be brought back to Miami Shores Building and Zoning to continue the permitting process. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 0 4 / 2 19 Job Name Gallo • )33 NE St. STRUCTURAL CRITIQUE SHEET 1 /41/4 , 3 , 7 s i o g7n y r eers ever She-el /4 v lr .5 /�'� 2i /d be 1¢4 /42jaji 1 LzJ Truss delawia9 Gf 5 n 5 be /' - c°Y/ e 14Je-el Grep Y/- ,2 / pr /av' /' � SGd6/�i�lf �G l 7 8 /d� - Oei/ ®/'), S'- / 776, ref 'd Griper- I i eern-e4 rrvvuLt G s iH g ��! �' 4 �G , max. l s o per 'd ai /i) 7 �'r5e c h i- , r d of - i?DD vri GcJG�// Aktu rz, Yee m ex/3'k wd,as ead 61' op -enii49 (Seca 3// -r), ed,end4 t 9rea /per o 8'o", )" z5 c er4 71414ce ner`c shoaled rete %y1ct. Fec ffee.4oI.8e2, , M A is revels h 68 1 05YAlleel tf all / �X1 /i l j)44.5. where no/ IPn tc 7 f ype J 1 25 5/3e an, 5 p 4i0 in d rakers / "R" Med goof 9 Required Submitted PRIME CONTRACTOR AND ALL SUB - CONTRACTOR PERMITS MUST BE SUBMITTED P RIOR TO PERMIT APPROVAL COMPLETED BUILDING PERMIT APPLICATION - Please note Plbg, Elect, Mech, Swim Pool are separate applications. PROOF OF OWNERSHIP (Deed or Current Tag Bill) 1, CURRENT SEALED SURVEY (TWO COPIES) /,' 2 PLOT PLANS - If prepared by architect, must be sealed. (Show all intended setbacks from property lines and other existing structures) V 3 ENERGY CALCULATIONS Supplied by Architect/Engineer sealed and/or signed by designer. ✓ STRUCTURAL PLANS AND STRUCTURAL CALCULATIONS (2 complete sets - sealed by Architect/Structural Engineer) V ELECTRICAL PLANS (2 Complete sets - sealed by Architect/Structural Engineer) v ee PLUMBING PLANS (2 complete sets - sealed by Architect/Structural Engineer) ,, MECHANICAL PLANS (2 complete sets - sealed by Architect/Structural Engineer) if drawn by A/C Company, must obtain stamped approval from Arch/Eng) TWO SETS OF PRODUCT APPROVAL FOR ALL WINDOWS, EXTERIOR DOORS, ect. V PERMIT AND DOCUMENTATION FOR ROOFING PERMIT AND DOCUMENTATION FOR SHUTTERS T � �HRS APPROVAL IF SEPTIC TANK OR WELL WORK IS REQUIRED (7755 NW 48 STR) APPROVAL FROM DERM (11805 SW 26 ST) V .. NOTARIZED SIGNATURES ON APPLICATION MP ACT FEE FOR ADDITION PAID ( MIAMI SHORES VILLAGE BUILDING DEPARTMENT RESIDENTIAL ADDITION CHECKLIST Application fee of $250.00 due at the time of permit submittal. CONTRACTORS - Write license #'s on all applications. A copy of all applicable licenses Of. (1 l't (Competency & Occupational) and original insurance certificates for Workman's Comp and y e General Liability. ERTIFICATE OF ELEVATION SIGNED AND SEALED NOTICE OF COMMENCEMENT PROCESS #: B2004111299.0 BATCH: FOLIO #: 1132060340250 SITE ADDRESS: 933 NE 99 ST FEEPAYER: MILLER, DEBBIE 933 NE 99 ST IFSRP_0005T IMPACT FEE RECEIPT COLLECTION NO.: 65131 DATE: 12/21/2004 MIAMI SHORE FL 33138 FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE ID CODE DESCRIPTION AMOUNT REA 1.0 5002 00 UNIT SIZE (SQ FT) 655 0.9180 601.29 TOTAL AMOUNT DUE: $601.29 PAID CHECK: $601.29 PAID CASH: $0.00 CO STRUCTION PERMIT FOR: [J] New System [ ><] Existing System ((J] Repair (1 Abandonment avi< G lo 955 0 , C - , 99 z -b. LOT: 1 CO BLOCK: r ` 0 SUBDIVISION: PROPERTY ID #: ( t - ,3 2 Q (a - 0 3 G - v 2 .S 0 APPLICANT: PROPERTY ADDRESS: SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SAFTISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM RESIGN AND SPECIFICATIONS T II 2 0 Q A [ — 1 N [ K [ __;. ] G R • [ A TYPE SYSTEM: I CONFIGURATION: N F I E L D FILL REQUIRED: LOCATION OF BENCHMARK: 1 ` ; t40 ' ` ( i^ V ` - / . i ELEVATION OF PROPOSED SYSTEM SITE (L,gt)] (INCHES /FT IABOVEAAWILBENCHMARKZREFIRENCE POINT BOTTOM OF DRAINFIELD TO BE (7,35 6] [INCHES /FT] [ABOVE /BELOW] BENCHMARK %REFERENCE ` POINT (? ] INCHES EXCAVATION REQUIRED: [/J cf)LQ ] INCHES O PO e E F e/1 00, R SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: STATE OF FLORIDA DEPARTMENT'OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT GALLONS / GPD SEPTIC TANK /AEROBIC UNIT GALLONS / GPD GALLONS GREASE INTERCEPTOR CAPACITY GALLONS DOSING TANK CAPACITY [ SQUARE SQUARE FEET PRIMARY DRAINFIELD SYSTEM FEE SYSTEM ( ] STANARD ( FILLED [ ] MOUND [ 1 [ ] TRENCH ( 1 I BED [ ] GO - / Co / CAPACITY MULTI- CHAMBERED /IN- SERIES [ ] CAPACITY MULTI- CHAMBERED /IN- SERIES [ ] [MAXIMUM CAPACITY SINGLE TANK: 1250 GALLONS] ]GALLONS ® [ ] DOSES PER 24 HRS # PUMPS [ ] 1J6-,< p �) AJ (A [ ` ] Holding Tank [ 0] Temporary TITLE: DH 4016, 12/99 (Page 1) (Previous Editions May Be Used) I 3. PERMIT NO. 0 DATE PAID: / 0 -.5- FEE PAID: RECEIPT # : j d [ (J ] [ act Pk! S kr -0 i j ' e / ct V 1 1 4 Q `d ( [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] Innovative 01 /U ( CTITLE : L. 44 a c, Part 1 0 Health Department Pen 2 - Espplicarit (pan 3 - i stiller /Canty ctor r�17t6 ..DL11t61TijD . r iirr? EXPIRATION DATE: Page 1 of 3 c\it Pc:y:71:2 CZ: J. i;c ;:f •• ( -b7 Cr :(1:,; P.V). ;;;;:C:-'27..:2!..:::,1; 27 AND ;,"\' 1! 7 :'••" • M IAM I•DIADE COUNTY 33 S.W. 2nd Avenue, Suite 900 Q Miami, FL 33130 -1540 1. Project Type: Ill Demolition ❑ Renovation El ��✓ Roofing Process # V / //6,c ) V 2 5 ) 2. Project Name Address City State Zip Cod County 3. Project Dates (mm /dd /yy): Start lag- /)7 (I Finish 6 o5 4. Contractor , 1 /-/), i .'�� Florida License # J ( � /So � �� 7 5. Contractor Address /.:5i;) / j/� /5) r/"- Contractor Telephone G I J J -7°- 616 1 6. Give a brief description of work to be done at the above mentioned address: (include scope of work and the estimated area in square feet that will be impacted by the project) 1 0 161.01 - 154 8/04 AFFIDAVIT FOR ASBESTOS SURVEY /NOTICE OF ASBESTOS RENOVATION OR DEMOLITION I, the undersigned, hereby attest that I am aware of the following: 1. Pursuant to 40 CFR 61, subpart M, section 145(a) and 469.001 -015 Florida Statutes, an asbestos survey at the above referenced property may be required prior to any renovation or demolition activity. 2. Pursuant to 40 CFR 61, subpart M, section 145(a) and 469.001 -015 Florida Statutes, all regulated asbestos containing materials (RACM must be removed prior to any renovation activity that may impact the (RACM) at the above referenced property. 3. Pursuant to 40 CFR 61, subpart M, section 145(a) and 469.001 -015 Florida Statutes, all regulated asbestos containing materials (RACM) must be removed prior to any demolition activity that impacts the (RACM) at the above referenced property. 4. Pursuant to 40 CFR 61, subpart M, section 145(a) and 469.001 -015 Florida Statute, .a written notification must be submitted to DERM at least 10 working days prior to demolition or asbestos abatement activity at the'above referenced property. Additionally, I am aware that violations pf.the above sefertihoed regulations may result in civil or criminal prosecution or both at penalties and fines of up to $25,000 per'day per violation. Name in Print (Owner, Lessee or Authorized Representative)/Title Address (Owner, Lessee or Authorized Rep.) 1, c, cc f �d� � c J - i'g`nature (Owner, Lessee or Authoriz d Rep ntative with Notarized Authorization Letter) /.3,57 Telephone Number STATE OF FLORIDA ) COUNTY OF DADE ) ss: / The foregoing instrument was acknowledged before me this � day:of �(— — "--^\ , 200, by who has produced, as identification and who did (did not) take an oath. 0 11 • Notary Public, State of Florid arge Received by Name of DERM Personnel /Section Dated Signature Department of Environmental Resources Management Division of Air Quality Management Air Facilities Section THIS IS NOT A NESHAP NOTIFICATION —A SEPARATE NOTIFICATION MUST BE SUBMITTED FOR RENOVATION OR DEMOLITION See Reverse Side for Additional Information USE OF LECENSDD ASBESTOS PROFESSIONALS ONALS '': July 1, 1994, Florida Statutes 469.001 -015, require that no person shall conduct an asbestos survey, develop an 1,;% and maintenance plan, prepare abatement specifications, or monitor and evaluate asbestos abatement, unless rased as on dshestos consultant of the State of Florida. No person shall conduct asbestos abatement unless licensed as •, Ishestos contractor by the State of Florida. iN®1R F CAT ONS Effective April 1, 1999, all NESHAP Notification for projects in Miami -Dade County must be submitted along; with the applicable fees to: Department of Euuviirrormental Resources Management Aar Faci li>ties Section 33 S.J. 2nd Avenue Miami, FL 331130 F OR ONFOL MA11ON I ERTANING TO ASBESTOS REGU(LAMNS, CONTACT DIERM'S Ain FACa1LM(E5 SIECTION STAFF AT: 33 S.W. 2ND AVENUE MiAMU, FL 331130 (3 ©5) 3/24925 Accela Automation: ShowPayDetail40 - T8108 -D OFFICIAL RECEIPT Receipt Number: MIAMI•DA Department of Environmental Resources Management Miami -Dade County - Florida COUNTY For the amount of: $55.00 Date: 12/28/2004 Received From: DEVIOR MILLER For Payment of: 2004- DTM -PR -00951 / DT- Municipal Plan Review - DERM ID # 2004122113572302 / Folio # 11 -3206- 034 -0250 Payment Method Ref# Check 1856 1032 NE 78TH RD. SUITE 1 MIAMI FL.33138 THIS RECEIPT NOT VALID UNLESS SIGNED BY AUTHORIZED EMPLOYEE OF DERM 889 D013 - Tree Review 889 D056 - Min. Plan Review - Residential Comment PAYMENT DETAILS TREES - FERNAC FEE10012003 - FERNAC Ana Maria Hernandez $5.00 $50.00 Total Paid: Balance: Page 1 of 1 Amount $55.00 L Invoice No. Assessed Fees Fee Schedule - By Original Fee Amount Applied Amount $5.00 $50.00 $55.00 $0.00 522 T8108 -D Version 4.0 http : / /eeos.derm.metro - dade.com/ operations / permit / index.cfm ?FUSEACTION= ShowPay... 12/28/2004 MARK & DARYL GALLO September 22, 2004 Dear Sir or Madam: We have assigned James Wahl to be our agent concerning all matters related to building permits. Sincerely, / A / Mark an Dais] Gallo 933 NE 99TH STREET • MIAMI SHORES, FL • 33138 PHONE: 305-756-6217 • FAX: 305- 756 -5368 t1 t w, lotA 6 Atamv - 10t,e4Ttlla r BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138 -2382 TELEPHONE (305) 795 -2204 FAX (305) 756-8972 RECEIPT L contractor/owner, picked up 2 sets of plans for (address) 3 /OE ?? Clitrom the Building and Zoning Department on (date) to have corrections done to plans and/or get County stamps. I understand that the plans need to be brought back to Miami Shores Building and Zoning to continue the permitting process. Miami -Dade County EXEMPTIONS LISTED Please review the following exemption(s) for DO NOT NEED to take any further action. X DATE Homestead Exemption 25,000 I no longer qualify for SIGN ONLY TO CANCEL EXEMPTION(S) 2004 AUTOMATIC RESIDENTIAL RENEWAL RECEIPT DARYL & MARK GALLO 933 NE 99 ST MIAMI SHORES FL 33138 -2568 Folio SEE REVERSE silly FOR a nnrTUnN A t LIVID TS . • ern. ,,�.. _... ► 11- 3206 -034 -0250 Property • 933 NE 99 ST Address Legal ■ 5 -6 53 40 MIAMI SHORES SEC 8 PB 14 -33 E9FT LOT 16 ALL LOT 17 & W16FT LOT 18 BLK 170 IN THIS SECTION ARE AUTOMATICALLY RENEWED* this property, in 2003. If you are still eligible for the below listed exemption(s), you RETAIN THIS DOCUMENT FOR YOUR RECORDS AS YOUR 2004 RENEWAL RECEIPT. 11 3206 - 034 - 0250 *NOTICE: 1) If you are a new owner as of January 1, 2004, this renewal receipt is VOID and you must Ole an ��1�1c this property by March I , 2004. Y file an original application ion o on 2) The Senior Gtizen Exemption (196.075) is NOT automatically renewed and you must file a renewal application annually. COMPLETE THIS SECTION TO CANCEL ANY OF THE ABOVE AUTOMATIC RENEWAL EXEMPTIONS Check applicable exemption(s), sign where indicated, and mail back. AS OF JANUARY 1, I NO LONGER QUALIFY FOR: (check applicable) 11 3206 - 034 - 0250 IIII El I no longer qualify for HOMESTEAD EXEMPTION because the above property was not m I' r��re�� ®IIII��11 January 1 of this year. y per ent residence on 0 Widow/Widower Ej Civilian 500 Disability El Civilian Total & Permanent Disability E l Veteran 5,000 Disability El Veteran Total & Permanent Disability 0 Blind Disability Total & Permanent Quadriplegic P egic DO NOT RETURN THIS FORM IF YOU STILL QUALIFY FOR THE EXEMPTIONS) Mail to: Miami -Dade County Property Appraisal PO BOX 013140 Miami FL 33101 -3140 CURTIS CRAIG 2/1/05 305- 795 -2204 Miami Shores Village Building Department SECOND BUILDING CRITIQUE SHEET A .. Still need to address structural comments. 6<2., Still need to submit roofing permit applications. 3. Submit two sets of NOA's for FG and French door with sidlites. FBC 1626.1 4. Addition is an increase of more than 25% of floor area, per FBC 3401.8.2.3.1 the designer of record is required to visit the site and submit a report indicating remedial action to be taken from FBC 3401.8.2.3.1.1 thru 34.1.8.2.3.7. C4-) )-449-0 Permit No. BP 04 -1299 Page 1 of 2 2/1/05 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Miami Shores Village Building Department Permit No. Page 1 of 2 1/12/05 BUILDING CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BP 04 -1299 0 1 1. Address structural comments. 1 1 2. Submit a roofing permit application. B9 3. Submit two sets of NOA's for FG and French door w /sidelite openings. FBC 1626.1 0z'. Provide size, grade, species and spacing of roof joists. 4 5. Addition is an increase of more than 25% of floor area, per FBC 3401.8.2.3.1 the designer of record is required to visit the site and submit a report indicating remedial action to be taken from FBC 3401.8.2.3.1.1 thru 34.1.8.2.3.7. — 6r--Why were two sets of HR windows submitted? Truss engineering is also rejected— designer of record must review and approve trusses prior to submittal. Follow the procedures for submission of corrected plans for your re- submittal. .' Page 2 of 2 PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 1/12/05 305 - 795 -2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 44 /2 qq / Job Name 644/0 i e c-O ! 633 NE 99 /2esIb 14,1 STRUCTURAL CRITIQUE SHEET 714e, 2/, /05 Pt'e u s 17efri,5 / t 2 i b - e cad e 1 L 4 l i e r; _b ( 1.7re vi a a-i) fleas c /5. ' (renin y ih Alas !3,1t, S red e k - up , 51. 5-1, 11e 5 (pv-evi%u n494 d,ite tierYti 3 4 (pre'v v l4 614,