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RC-12-1570 (2)a� �. lam. W Y�os Miami Shores Village X561- - Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST /Building permit card. g, _ pespies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ GeFtifleate of E4vafien — (Sealed by surveyor). Expiration date required on the form. [/Certificate of Insulation. WPIM V j kV 0 - tqp , �i ��J U . ❑ (Final treatment -original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. ❑ port is required) M/ Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) ❑ ly) ❑ in rami- a e er o PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing) Additional fee is $80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO fee is $150.00 • Commercial CO is $200.00 4013 Florida Building Cade Online Florida DeparmeW� scIs Home Log In i user Registration 'Hot Topica Submit surcharge Stats & Facts ; Publications FWStaff SCIS Site Map Links ! Search Busines�,-�al) Professi �'"`t""pmval r USER: Public User Regulation Product Aooroval Menu > Product or Aooliotion Search > Aoolication Us t > Application Detaa FL # FL15699 n Application Type New Code Version 2010 Application Status Approved *Approved by DCA. Approvals by DCA shall be reviewed and ratified by the POC and/or the Comrrdsslon if necessary. Comrents Archived Product Manufacturer Custom Window Systems Inc. Address/Phone/Erred 1900 SW 44th Avenue Ocala, FL 34474 (352) 368-6922 Ext 207 mlafevre@cws.cc Authorised Signature Michael LaFevm ntafevre@cws.cc Technical Representative Brian Tenace Address/Phone/Emall 1900 SW 44th Ave. Ocala, FL 34474 (352) 368-6922 Ext 291 btenace@cws.cc Quality Assurance Representative Cal Ledy Address/Phone/Emall 1900 SW 44th Ave. Ocala, FL 34474 (352) 368-6922 1P Ci• cledy@cws.ce�f-- PARSNERS Category 4Z siR � �A��N�; RENEW 0 SubcategorywJow Comphance Methodt�i1t br in ® ORA VA cwME MApE ONCot400, TOR FR MMENOT RELIEVE P�RMliZE ONLY FOR Certification Agency Keystg6a EMENTS OF HIS CHECK IS EPT ANQ Validated By %GP'- 4N -T" of-SIGHCOW, N tF1- DPIY ' SP"E-CiF W�TN ORM sot OMWINGS MAUORMANCF- I tNE . OR IS RESN IES �` pRNE� GO PLIpNCE SON?RA 113 pLL OUP S p,Nl� GENERACTOpMOGUME�O CORRE CAT T%lON PR01NNIS _ INA RFORM Referenced Standard and Year (of Standard) NS G�NFIRMS �EGT►NjR}pN. T��S. P'1413 MpN1.1ER IONS G Q�ESASISFNC-v6 TN1S Y" N AtA OF SIM W f%00'&ORK 1N A'P SENTS M� If,GAT ONS llk AS SC Fl 2 ls E1 6XQTRO pN- FOR g SUBMISSN T�g .5 M NE ON } 005 PA �,oao��N PREVIO� RAGTOR AWING MATER}AL HEREIN r. gY GO TO THIS REV}EWED UtADEIRSTOOP [4i�994 Equivalence of Product Standards p HER MCoR OF PPPROVIED' s AI pp-NtA 140 WORK Certified By GONC}�GALo400,1110piN ON SL t4 FOR NEp1NEERS AUTHOR / O 014T o A Qeol "J BY �e - Product Approval Method Method 1 Date Submitted 06/18/2012 Date Validated 08/02/2012 floridabuilding.Org/pr4pr appOd np (ip�QVADgwHfllpVzpOUF%2bvTHI1AVdmBQyCSHmFMHDcNX1sgZQ%3d%3d 1/2 4/9113 ? Date Pending FBC Approval Date Approved Florida BulId Ing Code Online 08/02/2012 FL # Model, Number or Name Description 15699.1 SH -3700 SH -3700, Aluminum Single Hung, Single Gazed, Impact Lhnits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FLi5699 RO C CAC CAR 138-1003.odf Approved for use outside HVHZ: Yes FLi5699 NO C CAC CAR 138-1004.pd Impact Resistant: Yes FLi5699 RO C CAC CAR 138-1005.odf Design Pressure: +N/A/ -N/A FL15699 RO C CAC CAR 138-1022.odf Other. Large Missile Impact, see Installation drawings for DP and FLi5699 RO C CAC CAR 138-1023.odf sizes. Gass complies with ASTM E 1300-04. FL15699 RO C CAC CAR 138-1024.Odf FLi5699 RO C CAC CAR 138-297.odf FLi5699 RO C CAC CAR 138-296.odf FLi5699 RO C CAC CAR 138-299.odf Quality Assurance Contract Expiration Date 12/28/2015 Installation Instructions FLi5699 RO II CWS -726 (SH -3700. SG. 1Mmct)gdf Verified By: Lucas A. Turner 58201 Created by Independent Third Party: Yes Evaluation Reports FLi5699 RO AE DuPont PVB NOA 11-0624 01,pdf FL15699 RO AE Eval Rep CWS -726 (SH -3700. SG, Irmact).odf Created by Independent Third Party: Yes W Sonj;W Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an WEED employer. Copyright 2007-2010 State of Florida.:: Privacy Statement :: Acmasiblilty Statement:: Refund Statement Under Florida law, email addresses are Tublie records, If you do not vent your e-mail address released In response to a public-rewrds request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department Wth an email address M they have one. The emads provided may be used for official communication Wth the licensee. However email addresses are public record. If you do not Wsh to supply a personal address, please provide the Department Wth an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick hem. Product Approval Accepter E) NO ER M C� e lMW A 0(midabuflt5ng.org/prlprapp d mpOWanr-vvGEVXQaADgwH8jlpVzpOUFa/oZWTH11AVdmBQyCSHwFMHDcNX1sgZQg/o3&/oW 2/2 SINGLE HUNG ELEVATION (LARGE MISSILE IMPACT) EQUAL SPLIT (53 1/8" X 76") DESIGN PRESSURE RATING: +/. 70 PSF 63• X0 D27LLOO1) r GAS S D Lw HEIGHT32 38' /2 SASH GLASS HEIGM J1Fes3UR AWSSIOI �I�-3Y GLASS DLO--�I� 35 Me SASH WIDTH EQUAL SPUT (37" X 63") DESIGN PRESSURE RE TOYfx +� 80 PSF ORIEL (531/8" X 84") DESIGN PRESSURE RATING: +1- 70 PSF TABLE OF CONTENTS GENERAL NOTES & ELEVATIONS ._..... _1 ANCHOR SCHEDULE & NOTES...............2 DP CHARTS & GLAZING DETAIL -........_.3 SECTION VIEWS ...... ................... ......... 4 EXTRUSIONS & B.O................. .. 5 INSTALLATION DETAIL ..._................. 6&7 U4c"Tarter 2� 2012-M121323-04:00 6/1212012 ALUMINUM IMPACT REQUIREMENT: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE FLORIDA BUILDING CODE, CURRENT EDITION 2 GLAZING OPTIONS: (SEE SHEET 3) 3. CONFIGURATIONS -01X•. 4. DESIGN PRESSURE RATINGS (SHEET 3) -NEGATIVE DESIGN LOADS BASED ON, TESTED PRESSURE AND GLASS TABLES ASTM E-1300. -POSITIVE DESIGN LOADS BASED ON, TESTED PRESSURE, WATER INFILTRATION TEST PRESSURES AND GLASS TABLES ASTM E-1300. 5. ANCHORAGE: THE 331/39/. STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 6-7 FOR INSTALLATION DETAIL. WIND LOAD DURATION FACTOR Co61.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. PRODUCT APPROVED FOR IMPACT RESISTANCE. SHUTTERS ARE NOT REQUIRED. 7. ALL FRAMES SCREWED TOGETHER. SMALL JOINT SEALANT USED AT ALL FRAME JOINTS. S. REFERENCE TEST REPORTS: NCTL-210.3795-1, -1 A, -2,-2A.-3,-3A S. SERIES / MODEL DESIGNATION SH -3700. 10.1 x OR 2x WOOD BUCK OR STUD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. BUCK AND FRAMING IS RESPONSIBILITY OF ARCHITECT OR ENGINEER OF RECORD. 11. THE DESIGNATION X AND O STAND FOR THE FOLLOWING: X = OPERABLE SASH, O FD(ED SASH 12. SECTION CALLOUTS APPLY TO ALL ELEVATIONS IN A SIMILAR LOCATION. LUCAS A. TURNER, FL P.E. 58201 IIIIIIIIII 63• X0 D27LLOO1) r GAS S D Lw HEIGHT32 38' /2 SASH GLASS HEIGM J1Fes3UR AWSSIOI �I�-3Y GLASS DLO--�I� 35 Me SASH WIDTH EQUAL SPUT (37" X 63") DESIGN PRESSURE RE TOYfx +� 80 PSF ORIEL (531/8" X 84") DESIGN PRESSURE RATING: +1- 70 PSF TABLE OF CONTENTS GENERAL NOTES & ELEVATIONS ._..... _1 ANCHOR SCHEDULE & NOTES...............2 DP CHARTS & GLAZING DETAIL -........_.3 SECTION VIEWS ...... ................... ......... 4 EXTRUSIONS & B.O................. .. 5 INSTALLATION DETAIL ..._................. 6&7 U4c"Tarter 2� 2012-M121323-04:00 6/1212012 ALUMINUM IMPACT REQUIREMENT: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE FLORIDA BUILDING CODE, CURRENT EDITION 2 GLAZING OPTIONS: (SEE SHEET 3) 3. CONFIGURATIONS -01X•. 4. DESIGN PRESSURE RATINGS (SHEET 3) -NEGATIVE DESIGN LOADS BASED ON, TESTED PRESSURE AND GLASS TABLES ASTM E-1300. -POSITIVE DESIGN LOADS BASED ON, TESTED PRESSURE, WATER INFILTRATION TEST PRESSURES AND GLASS TABLES ASTM E-1300. 5. ANCHORAGE: THE 331/39/. STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 6-7 FOR INSTALLATION DETAIL. WIND LOAD DURATION FACTOR Co61.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. PRODUCT APPROVED FOR IMPACT RESISTANCE. SHUTTERS ARE NOT REQUIRED. 7. ALL FRAMES SCREWED TOGETHER. SMALL JOINT SEALANT USED AT ALL FRAME JOINTS. S. REFERENCE TEST REPORTS: NCTL-210.3795-1, -1 A, -2,-2A.-3,-3A S. SERIES / MODEL DESIGNATION SH -3700. 10.1 x OR 2x WOOD BUCK OR STUD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. BUCK AND FRAMING IS RESPONSIBILITY OF ARCHITECT OR ENGINEER OF RECORD. 11. THE DESIGNATION X AND O STAND FOR THE FOLLOWING: X = OPERABLE SASH, O FD(ED SASH 12. SECTION CALLOUTS APPLY TO ALL ELEVATIONS IN A SIMILAR LOCATION. LUCAS A. TURNER, FL P.E. 58201 NOTE 2 S• MAX 121!2° S• MAX O.C. I 191 MAX O I O O.C. � 4 "4' A MINIMUM EDGE DISTANCE OF 7/S' SHALL BE ACHIEVED IN EITHER DIRECTION. i S. 210 SMS SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE FULL THREAD ENGAGEMENT THRU METAL WALL THICKNESS. I 4 I �I Is ire i� I I I MAXO.C.I I � � � I ++++{/IIIIfff�♦f ••% Pa &2m vv F�♦♦, A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.55 (SOUTHERN PINE OR GREATER) CONCRETE ANCHOR LAYOUT EQUAL SPLIT 37• X S3' TM FRAME W=AY. WOOD OR METAL OPEMG) NOTES. r NOTE 2 S' MAX —111WALLATION ANCHORSNOTES SEE (TYPO INSTALLATIOI ANCHORS, BE NOTES (IVP) A ANCHOR LAYOUT EQUAL SPLIT 53° X 73' 7M FRAME (MAS6VRY. WOOD OR METAL OPEW= 16 ANCHOR LAYOUT ORIEL Sr X 34' ItM FRAME WSON tY, WOOD OR METALOPEWO) NOTE 2 1. A) MASONRY, WOOD. OR METAL OPENING: INSTALL ONE ANCHOR AT EACH LOCATION. SILL ANCHOR LOCATIONS SAME AS HEAD. 2. SHIM AS REO D AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIMS. MAX ALLOWABLE SHIM STACK TO BE 1/4• FOR MASONRY OR WOOD, AND 1/e• FOR ALUMINUM. USE SHIMS WHERE SPACE GREATER THAN 1/1 S' IS PRESENT. 3. LOAD BEARING SHIMS SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. WOOD SHIMS ARE NOT ALLOWED. 4.3/1 S' DIA. ELCO ULTWACON FLAT MASONRY ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 1/4" INTO MASONRY THRU FRAME OR THRU 1 BY WOOD BUCK INTO MASONRY. A MINIMUM EDGE DISTANCE OF 2 -IIF SHAD- BE ACHIEVED IN EITHER DIRECTION. 5. S10 WOOD SCREW ANCHORS (FLANGE INSTALLATION THROUGH FRAME) MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 3AB' INTO 2 BY WOOD BUCK A MINIMUM EDGE DISTANCE OF 7/S' SHALL BE ACHIEVED IN EITHER DIRECTION. S. 210 SMS SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE FULL THREAD ENGAGEMENT THRU METAL WALL THICKNESS. T. ALL INSTALLATION ANCHORS MUST BE MADE OF OR COATED WITH A CORROSION RESISTANT MATERIAL DISSIMILAR MATERIALS OR MATERIALS IN CONTACT WITH PRESSURE TREATED WOOD MUST BE PROTECTED TO PREVENT REACTIONS. S. INSTALLATION ANCHORS SHALL BE IN ACCORDANCE WITH ANCHOR MANUFACTURERS INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. LUCAS A. TURNER, FL P.E. 5=1 9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREON ARE BARED ON SUBSTRATE MATERIAL WITH THE FOLLOWING PROPERTIES.; ++++{/IIIIfff�♦f ••% Pa &2m vv F�♦♦, A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.55 (SOUTHERN PINE OR GREATER) CONCRETE • E N S B. - MINIMUM COMPRESSIVE STRENGTH OF 3200 PSI. •N O N. v1C •.;Q�,'y� C. MASONRY - STRENGTH CONFORMANCE TO ASTM C•S0, GRADE N. TYPE 1 (OR GREATER). p J to D. ALUMINUM -1/B• THICK MIN, 5033 TS MIN. Z-4 NO 5$201 E. STEEL -1/e' THICK MIN., 30 KS1 MIN. ' 10. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER RESISTANCE �� v 9 - OF 4r: OF INSTALLATION SHALL BE DONE BY OTHERS IN ACCORDANCE WITH THE CURRENT STATE . VERSION OF THE FOLLOWING REFERENCE DOCUMENTS.%.0A,AZ FMA/AAMA 100(FIN WINDOWS), FMA/AAMA Z00(Fl AWGE WINDOWS),PROpRWARYANDCO X12/2012 Op,.e10 ♦♦i♦S •. .••'�••• I RANW13MA250(BOXWINDOWS).FMNAAMNWDMA3W(EXTERIORDOORS). THE WORMATION �XTION STHSOPROPERTYT ='OMDOW �sa ♦♦♦i♦S�OIyA4-g�•`� OR wa WRITTEN PERMISSM OF CUSTOM WINDOW SYSTEMS, DC IS PROHMM to logo%% 5118' OVERALL 11V ANNEALED X90 DUPONT PVB INTERLAYER 1 I ANNEALED PURFECT GLAZE •H• OR SKAFLEX 552 314• GLASS TYPE A - SASH 5116° OVERALL Ve• ANNEALED .090 DUPONT PVS INTERLAYER VB• ANNEALED 314• GLASS SITE GLASS TYPE A - FIXED SASHIFDED GLASS I GLASS I 7/18° OVERALL 3116• ANNEALED 1o5 DUPONT PVB INTERLAYER 3/16' ANNEALED vil PURFECT GLAZEW OR SIKAFLEX652 3/4• GLASS SITE GLASS TYPE B - FIXED LUCAS A. TURNER. FL P.E. 56201 I- IINITIAL RELEASE 16/11/2012 1 v : No 59201 "'P: 900 SW 44TH AVE. FLORIDA 34474 ro' a: DP CHART! GLAZING - LARGE MISSILE IMPACT STATE OF Z40 DATE: PRammmTARYnlmcor mAL �12I2012 �y'n'•t ®P•'�2 ' 3700 TEF 05/1 ��5•..OR1 . G' owe. THE MFOFWATION WHOM SYSTEM�IS,t��F IN THIS O INP RTORAsTHE aPROPER" Or WnHOUT °AdTrE ��%ONA1 ��+++ ALl5A9WGLEHUNG 1:1 CY WRITTEN PERMISS N OF CUSTOM WPmoW SYSTEMS. M 18 PROHIBITED. �q»11131 11% SHEET: 3 a s TIT� 3 oaA I 1 10 or 36 1 1 24 11 EXI gM -- -- 8 4 I t I I 11 1 1 p 5 g 10 or 38 1 7 1s SECTION B-8 7 1 3p 2 i I 1 I I 1 i 1 NOTES. 33 3 11. ITEMS 14,16,18, 21,22, 26, & 27 ARE NOT SHOWN FOR CLARITY. ITEM 29 IS NOT USED ON THIS PRODUCT. 1 1 1 I 1 1 1 1 10 19 1 19 LUCAS A. TURNER, FL P.E. 68201 INMAL RELEASE 6/11/2012 '1191600001yl�� n WII�IDDW3&DGS Z v : • No 58201 :�� 1900 SW 44TH AVE. ALA FLORIDA 34474 6 13 �x �� p ai SECTION VIEWS - LARGE MISSILE IMPACT •��. ALT. SILL LATCH :3700 Y: TEF DATE: 06/17/2012 SECTION A-A THE ImwlnrAaraem InAL 8/12/2012 SYSTEMS. GA THEO •,� 4, F •. l O p 1 g � ��?��ES . a, '4'Ssi� , •` ALUM SINGLE HUNG NTS `CWS 728 �� IN PART AS A WOLE W�� 8MMUS, NQ 15 Ft f 4OF7 Item Die # Description Vendor Material 1 H 1934 Fxd. Mt . Rap Keymark Atumiman 2 H-1946 Sash Meet. Reil Keymark Akmft n 3 H-1947 Sash BotJPup ROTI Keymark Alumirasn 4 S-1931 Fr. Head KeymarkAkaniman 5 S-1932 Fr. Sill, Keyntark Alumima» 6 5-1933 Fr. Jmnb Keymark Altffnbm 7 ISAM 1ROMMernent Keymark Akm mxn 8 S-1938 Scm. AdEp. mumkxan 9 5-1939 Sash Sida/Top Rail K ark Aiwnkmrrn 10 5-1941 Glazing Bead, (5/16" Glass) K ark Alumimnn 11 571954 Sash Stop Keymark Akumimun 12 S -19M SDI Latch Keymark Aluminum 13 MIB Wstp., .300 x .187 Bulb vinyl Nylon 14 F -30M screw FLui Tab Summtt Steel 15 -3033 Screen Sprint, S3 ascm SS 16 P-3048 Take Out Clip 17 P-3218 Screen Frame Allmetal Akan 18 P-3228 Screws Vona, .155 Dia., Elk. Dope Nylon 19 P tp , Ws.270 x .187 Black WTh Center Fin, Black "M son 20 P-3309 Wstp., .210 x.197 Black Soft Touch Center Fin, Black U tralab IN 21 P Ml Screen Frame Comer Key Alimetal Akmt 22 P-3342 Seam Sealer, SM -5504 Schnee 23 P�52 Set. , 85 Diff., 1/8" x 518" x 2' Lg. Frank Lowe 24 P-3443 Wstp, .290 X.187 Black, Bulb VI ow Wbabb Nytmt 25 F3515 t8 x 0.625 Ph FH Type A SMS Fastenal Steal 26 P-3581 Screen (loth, 18 x 16 Fl asa Phffw 27 P-4144 #8 x 1" w/ 1/4" lead Ouad P A SMS Fasterlal Steel 28 P-4707 Sweep Lock Lawrence Nylon 30 P-4959 Wstp., .420 x .197 back PolyFln, , SoftTouch Ultndab Nylon 31 P-5228 Sash Cain M&M 92 Balancer Caldwell 33 GLASS See Sheet 3 34 Pudect Qlaze "H" or Skdex 552 Herdcel/Sika 35 P-5244 Closed Cep Pad, 1 -1/2"x1 -1/4'x3116" Vise 36 5-1949 GJazIng Bead /16' Glass) IKOyMark jAkartinurn I ITEM 29 IS NOT USED ON THIS PRODUCT. SASH CORNER FRAME CORNER FIXED MTG RAIL CONSTRUCTION CONSTRUCTION CONSTRUCTION o- SMALL JOINT SEAM SEALANT USED AT ALL FRAME JOINTS 23/4' 4 2I/Ir 1/18° S-1931 HEAD, FRAME 3 21/2' 1116• 2511W 2 -1946 MTG RAIL, SASH —21311V t 1AP� 6 Ills, 112° 2112• 1 1ne" S-1932 SILL, FRAME --{ u1s• 23118' 8 193 JAMB, FRAME 6/6' 70 050 1• S-1941 GLAZING BEAD, 5/16" PROPAWAMAI®0010ROMOM 2 H-1934 MTG RAIL, FIXED 1/16, H-194 BOTTOM RAIL, SASH LUCAS A. TURNER, FL P.E. 58201 NOTE: ALL ALUMINUM EXTRUSIONS ARE 6063-T6 I t"� 13MW 1/i 7 tn8" 7L 1At• 1 t/4" 1 S•1935 S-1956 REINFORCEMENT LATCH, SILL -+{ .050 S-1939 S-1949 SIDE RAIL, SASH GLAZING BEAD, 7/16" tt sns� 19I1�6'1/18° e• i/16° L 1 7/16" 8 S-1964 S-1936 SASH STOP SCREEN ADAPTOR RELEASE 6/11/2012 1 S v t No 55201 :VV: hgoo SW 44TH AVE. IWALA, FLORIDA 34474 �� = v EXTRUSIONS/BOM - LARGE MISSILE IMPACT %9O �• STATE OF .4U*- '3700 TE ., .o . e v, .# .� ' TEF 05/1 M2/2012 •i�FS•�ORVO GNttWallo.: ')FcUsTamHOLMte ��i�s/OPyAL� • ALUM SINGLE HUNG NTS CV pgalls$% 5 01 W - MDR fffm INTERN R ISEALANT BEHIND RANGE BY INSTALLER t 1/e MIN. EMBEDMENT 2-10 MIN. EDGE DIST. (� (C] SEALANT BETWEEN BUCK AND OPENING BY OTHERS EXTERIOR FINISH • • BY OTHERS • o • • • • • • f g OTHETEIMASOWRY s ° p• e p. p 1 1/4• MIN. EMBEDMENT e. • 1 BY WOOD BUCK BY 1 OTHERS' [A] J PERIMETER SEALANT BY INSTALLER 114" MAX SHIM [e] SEALANT BEHIND FLANGE BY INSTALLATION ANCHOR, INSTALLER 1/4° DIA MASONRY SCREW -- Iq W - MDR fffm INTERN R ISEALANT BEHIND RANGE BY INSTALLER ;p ' •p s(s •p (C] • • p p. .p•��p•i p p°p ° •• ►• .e•OP s pp••p •° p.g p.i 2 U2° MIN EDGE DIST CONCRETEIMASONRY (C] BY OTHERS A VERTICAL SECTION 8 FRAME (MASONRY) n0 WD WR 1 BY WOOD BUCK BY OTHERS. (A) 114• MAX SHIM l� I Ile MIN. EMBEDMENT [C] CONCRETErtY BY OTHERS INSTALLATION ANCHOR, • i• i IIW W DIA MASONRY SCREW. • 4• i • i Mi•i • Z=MIN. EDGE DIST. •� •4• __ 4 . IC] . 4 •i•i SEALANT BETWEEN BUCK AND OPENING BY OTHERS EXTERIOR FINISH BY OTHER PERIMETER SEALANT BY INSTALLER B HORIZONTAL SECTION e FRAME (MASONRY INTO 1 X BUCK) PADPRMTAMAND WNFMENR . .1Z 11/4' MAX SHIM 14" MAX IN 1-W MK EMBEDMENT "Grim Z& MIN EDGE . a Ill'o INSTALLATION ANC140FL,, , 2 BY .D BUCK BY OTHERS. SEALANT BEHIND FLANGE BY INSTALLER LUCAS A TURNER, FL P.E. 88201 EXTERIOR FINISH BY OTHERS C HORIZONTAL SECTION 8 FRAME (2)(WOOD SUCIq NOTE HEAD AND JAMB SIMILAR FOR 2BY INSTALLATION. SILL INSTALLATION SAME AS SHOWN BELOW, REFERENCE NOTES: (AI SEE NOTE 10, SHT 1 [�SEE NOTE 2&3, SHT 2 [C SM NOTE 4, SHT 2 [D] SLS: NOTE 8, SHT 2 SEALANT UNDER SCREW PERIMETER SEALANT HEAD BY INSTALLER BY INSTALLER 1!4• MAX SHIM EXTERIOR FINISH BY OTHERS p . • • ° s • ° ° • p ° p• e p. p 1 1/4• MIN. EMBEDMENT ;p ' •p s(s •p (C] • • p p. .p•��p•i p p°p ° •• ►• .e•OP s pp••p •° p.g p.i 2 U2° MIN EDGE DIST CONCRETEIMASONRY (C] BY OTHERS A VERTICAL SECTION 8 FRAME (MASONRY) n0 WD WR 1 BY WOOD BUCK BY OTHERS. (A) 114• MAX SHIM l� I Ile MIN. EMBEDMENT [C] CONCRETErtY BY OTHERS INSTALLATION ANCHOR, • i• i IIW W DIA MASONRY SCREW. • 4• i • i Mi•i • Z=MIN. EDGE DIST. •� •4• __ 4 . IC] . 4 •i•i SEALANT BETWEEN BUCK AND OPENING BY OTHERS EXTERIOR FINISH BY OTHER PERIMETER SEALANT BY INSTALLER B HORIZONTAL SECTION e FRAME (MASONRY INTO 1 X BUCK) PADPRMTAMAND WNFMENR . .1Z 11/4' MAX SHIM 14" MAX IN 1-W MK EMBEDMENT "Grim Z& MIN EDGE . a Ill'o INSTALLATION ANC140FL,, , 2 BY .D BUCK BY OTHERS. SEALANT BEHIND FLANGE BY INSTALLER LUCAS A TURNER, FL P.E. 88201 EXTERIOR FINISH BY OTHERS C HORIZONTAL SECTION 8 FRAME (2)(WOOD SUCIq NOTE HEAD AND JAMB SIMILAR FOR 2BY INSTALLATION. SILL INSTALLATION SAME AS SHOWN BELOW, REFERENCE NOTES: (AI SEE NOTE 10, SHT 1 [�SEE NOTE 2&3, SHT 2 [C SM NOTE 4, SHT 2 [D] SLS: NOTE 8, SHT 2 (01 � 11/8° MAX SHIM SEALANT BEHIND FLANGE BY INSTALLER [D] INSTALLATION ANCHOR, U LI MAX SHIM S10 SCREW [C1 PERIMETER SEALANT - - 1 1 BY INSTALLER - - 1 1 INSTALLATION ANCHOR. S10 SCREW [C] SEALANT BEHIND RANGE BV INSTALLER 1 1 1 1 E HORIZONTAL SECTION INTEFROR 1 1 1 1 PERWETER SEALANT BY INSTALLER REFERENCE NOTES: W MAX A SEE NOTE 11, BHT 1 SEE NOTE �C SEE NOTE 6, ENT 2 SEE NOTE B, SHT 2 SEE NOTE 9, SHT 2 [D] LUCAS A. TURNER, FL P.E. 88201 - INITIAL RELEASE 6/11/2012 «iruwrnp RE T iii &b, :J; ';tomes -w0 INSTALLATION ANCHOR, S10SCREW �; N® 58201 ;1� : 1800 SW 44TH AVE. (C] : * ; * ALA FLORIDA 34474 * y� a' ct t INET. DETAIL, METAL, LARGE MISSILE IMPACT D HORIZONTAL SECTION y TE OF .40 ?w�, 3700 Y:TEF ATE: 05/17/2012 7PROPFUTARYANp AL 6/12!2012 �iF��<OR1®Pi ��5`S�ONALE?+�a, THE RMATI�,Is� �awHOa ALUM SINGLEHUNG NTS DWO.NO.:CWS-726 aIN�tranWINGISTN IN WITHOUT n VANDOW WRITTEN PERMISSION OF CUSTOM WINDOW SYSTEMS. INC. IB PRCI♦I1�TED. �rrrArrllsOl"� SHEET'. 70F7 M iAMh MIAMI -DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMn"1'ING, ENvIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION15-2590 F (786) 315-2599 Plarup NOTICE OF ACCEPTANCE (NOA) .miamidgdgtaov/neral Eurotech Industries, Inc. 4201 NE 12 Terrace Fort Lauderdale, FL 33334 SCOPE: This NOA is being issued under the applicable rules and regu the of construction materials. The documentation submitted has been reviewed and accepted by - Co PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade Pounty) reserve the right to hive this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reservds the right to revolve this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Aluminum Outswing Entrance Door-LMI APPROVAL DOCUMENT: Drawing No. W04-01 Rev C, titled Aluminum Outswing Entrance Door", sheets 1)hrough S of S, dated 01/15/04 and last revised on FEB 01, 2012, prepared by AL-Farooq Corporation, signed and sealed by Javed Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and small Missile Impact Limitations: 1. See Design Pressure capacity Single doors VS glazing types and double doors Vs water ratings in sheet 2. 2. Single or double doors may be mulled with approved clipped mullion or sidelites or transom (under separate approvals), lower design rating shall apply and such installation to be reviewed & approved by AHJ. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city.an and following statement: "Miami -Dade Co PAW ERS iP RENEWAL of this NOA shall be considered after re has been It o change in the applicable building code negatively ding the '' ce o s product. TERMINATION of this NOA will occur after the iriff6wfirw a c$e n the materials, use, and/or manufacture of the product or cel ' NO an en or�mentOT any product, for sales, advertising or any other purposes H with airy section of this NOA shall be cause for term TS OF PERMITTED y ADVERTISEMENT: The NOA number preceded 1 EGF AZIOa• THIS CHECK IS ONLY FOR by the expiration date may be displayed in advertising L I OO�eTT . 1 if"`Renn ' shall INSPECTION: done in its entirety. FOR: CONFIRMING AND 'CORRELATING ALL QU N TIE � INSPECTION: A Copy Of this entire NOA Shall be Dtnn SIGNS: SELECTING FABRICATION PROCESSES AND and shall be available for inspection at the job site at W F A. CTOR`Y R. This NOA revises NOA 0 09-0310.08 and consists ob ' etage�Jylash v document mentioned above. DOCUMENT ONLY FOR THb E MODIFICATIONS REQ EVIOUS 1 1 P CONTRACTOR NTSUBMISSIONS SUBMISOR AS SION. ZANY The submitted documentation was reviewed by dish >�' �� OTHER MODIFICATION TO THIS DRAWING BY THE CONTRACTOR OF PREVIOUSLY REVIEWED MATERIAL 1S I SPECIFICALLY DISAPPROVED. IT IS UNDERSTOOD THAT ENGINEER'S NOTATION ON SUBMITTAL IS NOT TO BE ROCOST STRUED AS AUTHORIZATION FOR AQD8IQI�Q0 1Z-SZ�. Expiration Date: June 10, 201 a` G 4pproval Date- Na 03 .0 2 s ' Eurotech Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (umsferred from file # 09-0310.M 2. Drawing No. W0401 Rev C, titled "Aluminum Outswing Entrance Door", sheets I through 5 of 5, dated 01/15/04 and last revised on FEB 01, 2012, prepared by AL-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS (transferred from file # 09-0310.os) 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test per FBC, TAS 202-94 4) Forced Entry Test, per FBC 24113 2.1 and TAS 202-94 5) Large Missile Impact Test per FBC, TAS 201-94 6) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with installation diagram of aluminum outswing door, prepared by Hurricane Engineering Testing Inc., Test Report No(s). HM- 08-20219 08-2022, 08-2023 and 08-2024, all dated 03/15/08, signed and sealed by Candido Font, P.E. 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test per FBC, TAS 202-94 4) Forced Entry Test, per FBC 24113.2.1 and TAS 202-94 5) Large Missile Impact Test per FBC, TAS 201-94 6) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with installation diagram of aluminum outswing door, prepared by Hurricane Engineering Testing Inc., Test Report No(s). HETI 03-1882, 08-1889, 08.18890 and 08-2024, dated 01/15/04 thru 02/09/2004, all signed and sealed by Rafael E. Droz-Seda, P.E. (transferred from file # 08-0507.10) 3. Tensile Test prepared by Hurricane Engineering & Testing, Test No. HETI-04-T100, dtd 01/29/04, tested per ASTM E8-01, signed & sealed by Rafael E. Droz-Seda, P.B. C. CALCULATIONS 1. Anchor verification calculations, complying with FBC 2010, prepared by Al Farooq Corporation, dated FEB 02, 2012, signed and sealed by Javad Ahmad, P.E. 2. Anchor Calculations and structural analysis, prepared by Al-Farooq Corp., dated 04/28/08 and last revised on 06-02-09, signed and sealed by Arshad Vigar, P.E. (transferred from file # 09-0310.05) 3. Glazing complies w/ ASTME-1300-02 & -04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E:I. DuPont DeNemours &. Co., ,Inc. for their "DuPont Sentry Grass ®Plus",expiring on 11114/17. 2. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butse to PVB interlayer", expiring on 12111/16. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 & no financial interest, prepared by Al Farooq Corporation, dated 01/25/12, signed and sealed by Javad Ahmad, P.E. 2. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises NOA # 09-0310.05, expiring on June 10, 2014. 2. Test proposal # 07-3527 approved by BCCO. 15I,.aq 1.� Taq L Chanda, P.E. Product Control Examiner NOA No 12420$.03 Expiration Date: June 10, 2014 Approval Date: May 03, 2012 E-1 Rig ax1$ p, A � � \\11 1; I 1 CA Rn re fu2 2HE MI ol FRAME 94 jbgA N (p it Q i m IV II \ Wiy it � P� ' i 11 I I ��•• 1fdP�1l 11 SixI t Illaaa CORNM if If .� St iV6 FRAME HDOW � m-,tl-a4 ALUM O11M MO ENTRANCE DOOR (4 . AL FAROOQ CORPORATION la _ h�P t�a•.t -o• a UPOM roa ma I= EUROIECH INDUSTRIES INC. E*tm�8&PR0DtIVrDMR3AF UW e o..tt IthY1�N 7 W&W.87AVE 3 ( er• Ifypa a o,>:sd, IIPGIaiD m �,o ig 4x01 N E. 12TH TERRACE ,FLORt0AW1174 C p FT. 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MAY .Im vx IF SILL 412MI 1g no. W04-01 WOOD BUCKS AND METAL STRUCTURE NOT BY EUROTEC14 MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM ANO TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: sm E ev FOR mvmo 1/4" DIA. ULTRA= BY 'ELCD' (Fu. m KSI, Fy-us KSI) INTO 20Y WOOD BUCKS OR WOOD STRUCTURES 1-3/8" VA. PENETRATION INTO WOOD TNRU 10Y BUCKS INTO CONC. OR MASONRY 1-1/4• MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY A14 SMS DIY SELF DRILLING SUM (MIX Z q6) INTO MUM-DADE COUNTY APPROVED MULLIONS INTO METAL STRUCTURES STEEL : 1/6" THK. MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/8' THK. MIN. (6063-T3 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 71FICAL EDGE INTO CONCRETE AND MASONRY a 2-1/2" MIN. INTO WOOD STRUCTURE - 1" MIN. INTO METAL STRUCTURE - 3/4' MIN. _+ COW MM AT Fes. sw OR JAMES Po - 30M PSI MIN. C-60 HOLLONRILLED BLOCK AT JAMBS I'm - 2000 PM MIN. SEALANTS: ALL FRAME AND LEAF COMM.AND JOMTS SEALED WITH ADSE'L OR TEKNA 80728 sMANTS., 412MI 1g no. W04-01 e 4 MIAMI-DADL COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGIIBORROOD COMPLIANCE DEPARTMENT (BMC) 11805 SW 26 Sfiwk Room 208 BOARD AND CODE ADMINISTRATION DIVISION Munni, Florida 33173-2474 T(796)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE OWA) www.miamidade.8ovlbuilding United Steel Products Company 14305 Southeross Drive, Suite 200 Burnsville, MN 55346 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami Dade County BNC -Product Control Section to be used in Miami Dade County and other areas when allow by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptanm, if it is determined by Miami -Dade County Product Control Section that this product or material faits to meet the requirements of the -applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Verity Hurricane Zone. DESCRIPTION: Series HdC, JUS, am & JL Steel Wood Connectors and Anchors .APPROVAL DOCUMENNT: Drawing No. mD-H.TC JUS-SKK H, titled "Face Mount Hangers" prepared by United Steel Products Company, sheets 1 and 2 of 2, dated 03/28/11, signed and sealed by Steven A. Brekke, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufactar&s name or logo, city, state and following statement: "Miami -Dade County Product Control Approved or MDCPCA", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate ibis NOA. Failure to comply with any sertion of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA 0 07-N14.20 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos AL Utrera, P.E. NOA No. 11-010.01 Expiration Date: June 04, 2016 • Approval Date: July 21, 2011 Page 1 r t , Ugited Steel Products Commnv NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. MD-HJC-JUS-SKH-JL, titled "Face Mount Hangers" prepared by United Steel Products Company, sheets 1 and 2 of 2, dated 03!28/11, signed and scaled by Steven A. Brekke, P.E. B. TESTS "Submtitted under NOA # 07-0214.20" 1. Test reports on wood connectors per ASTM D 1761-88 by Product Testing, inc., signed and sealed by C. R Caudal, P.E. Test Report No. Wq� Connector �iinDate 1. 06-6047 JUS24 Upward & Down 10/09/06 2. 06-6048 JUS26 Upward & Down 10/12/06 3. 06-6049 JUS28 Upward & Down 10/17/06 4. 06-6050 JUS210 Upward & Down 10120/06 S. 06-6062 JL24 Upward & Down 10/30/06 6. 06-6063 JL26 Upward & Down 11/01/06 7. 06-6064 JL28 Upward & Down 11103/06 & 06-6065 J1210 Upward & Down 11/06106 9. 06-6066 SKH26 Upward & Down 11/13/06 10. 06-6067 HJC26 Upward & Down 11/22/06 11. 06-6068 HJC28 Upward & Down 12/01/06 B. CALCULATIONS 1. Product evaluation documents, prepared by United Steel Products Company, dated 03/10/11 and 03/23/11, signed and sealed by Stevan A. Brekke, P.E D. QUALITY ASSURANCE 1. Miami Dade Building and Neighborhood Compliance Department (BNC) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2007 FBC, issued by United Steel Products Company, dated 03/29/11, signed and sealed by Steven A. Brekke, P.E. 2. Statement letter of no financial interest, issued by United Steel Products Company, dated 03/29/11, signed and sealed by Steven A. Brekke, P.E. E -1 . 9 P0 7 �Plll Carlos M. Utrem P.E. Product Control Examiner NOA No. 114510.01 Expiratlon Date: June 04, 2016 Approval Date: July 21, 2011 HJC Htp/JACK A LLOWAM.E LOADS rWAoil; 'imsn-4QAmm,iU[=%Aa%ipin -- ram 'A 10d Common Nd ISO ndwAh a ddMIOW 8101148' end WO of r. A 18d Common NO is a vddt Wfthh a dismetaraf 0.182' end a Wp d 3'/z . koade hate bit htaaeaeod as shown in sauaaaroe Wfdn 400. 1896 end 2896 fot enOw mtd awn leads NofW#W htaease la pemm6ted. W%fbr*irxIor$oWmIo1oeft Nc fta0ner 6twwe fe permm0a 'IIIc hi tuber spewee S Sonftm pine 4fta PWWahW toad is far OW toted of the PO at 45 degrees and lack at 90 degrees oanW*& efha mhmum header 1hWumn bias be 2 Inchn fort w 16d Gammon natty. JUS SLANT NAI. JOIST HANGERALLOWARE LOADS HJC STEEL (i ELM SCHEDULE $p ALLOWABLE LOADS (ft) 3,4 CWried Tru&9n SP ALLOWABLE LOADS (b&) 4 STOCK NUMBER $TEL C#At3E NURUM GAGE W H D C rApg TrW8 Jit I HIP Do~efdoad 0004100d 3 � � Qty Type Qrg QtY C a A =1.18 ZIP-1—ate HJUNN 12 8 /e 31/4 18 lad Common 7 8 I 10d Camman 2090 20M 2090 2008 MD44JC JUS 12 8 74/ 311 20 16d Camman a B 1 Od Gammon am 3708 1 3968 2010 1 rWAoil; 'imsn-4QAmm,iU[=%Aa%ipin -- ram 'A 10d Common Nd ISO ndwAh a ddMIOW 8101148' end WO of r. A 18d Common NO is a vddt Wfthh a dismetaraf 0.182' end a Wp d 3'/z . koade hate bit htaaeaeod as shown in sauaaaroe Wfdn 400. 1896 end 2896 fot enOw mtd awn leads NofW#W htaease la pemm6ted. W%fbr*irxIor$oWmIo1oeft Nc fta0ner 6twwe fe permm0a 'IIIc hi tuber spewee S Sonftm pine 4fta PWWahW toad is far OW toted of the PO at 45 degrees and lack at 90 degrees oanW*& efha mhmum header 1hWumn bias be 2 Inchn fort w 16d Gammon natty. JUS SLANT NAI. JOIST HANGERALLOWARE LOADS HJC FO►Sln 11aOh ®2gq /fln1, 7 Osla 4JIa N, i pal m 6.991(['a 'A 10d Common nab H 3Itches bV and 0.148 Ituhes in 4WMater 2RW 1 Od Cowan Ne9s Halts &MM Into Ute 16W shad be Ift9ded at 30 to 45 MOM horWnWW tOwad ffre header. koads have been hwreesd as shaem In axo rdanee wdh code. 15% avid 2596 No i i8 pemnitled. 6096 fa•wlnd a e�emta Oea9hg. NORabner � petmittad. 4rW Wmberepedes K SQWW pine to& bads for conzvotore fid as NIA had an 001 oapa* fess #tent o mcp& d 700 pacO SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS TYPICAL HJC INSTALLATION UNITED STEEL PRODUCTS COMPANY DIMENSIONS (htdtes? FASTENER SCH=LE' 2 SP ALLOWABLE LOADS (b&) 4 STOCK NUMBER $TEL C#At3E W H D A Header jaw 0004100d 3 � � Qty Type Qrg Too co, e1.0 Coatif Coal= COal.B DRAWING NO.: 1 OF 2 MD44JC JUS 18 efte:W1SE1%'4 1 4 10d Cowan 2 10dCommon 710 al$ 890 WA JUSZB 18 1611a 1 4 10d Common 4 10dCanmon 926 1085 1088 1040 JUS28 18 1s/w 1 6 10d Common 4 10d Common 1170 13W 1488 1160 JLWO 18 161 1 8 10d Common 4 10d Common 1 1470 163.8 17M 1116 FO►Sln 11aOh ®2gq /fln1, 7 Osla 4JIa N, i pal m 6.991(['a 'A 10d Common nab H 3Itches bV and 0.148 Ituhes in 4WMater 2RW 1 Od Cowan Ne9s Halts &MM Into Ute 16W shad be Ift9ded at 30 to 45 MOM horWnWW tOwad ffre header. koads have been hwreesd as shaem In axo rdanee wdh code. 15% avid 2596 No i i8 pemnitled. 6096 fa•wlnd a e�emta Oea9hg. NORabner � petmittad. 4rW Wmberepedes K SQWW pine to& bads for conzvotore fid as NIA had an 001 oapa* fess #tent o mcp& d 700 pacO SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS TYPICAL HJC INSTALLATION UNITED STEEL PRODUCTS COMPANY - 143C5SOVMCROSSDRIVE.SIAT82W App // MN5xi05 pH: X5934 !UttNSVILLE, FACE MOUNT HANGERS Hic JUS `-? �, STEVEN A. BREKKE 3128/2011 PROFESSIONAL EKGINEER ' :` LICENSE NO. 70432 DRAWING NO.: 1 OF 2 MD44JC JUS SKH SKEAtED HANGER At LOWAS1.E LOADS STOW NLOf m ffnIEL GAGE DIMt31NS FASTENER StilLE Sp NJOW W H D Hander Jotad DO�trpltmd2 �a Fame Two Qb Type Ce=1.0 1 Cas1.15 1.28 I C0=1.41 8KFQBUR 18 1 / S'/ 1 / 8 1AdCamrnat 8 10dd-1 as__I 1030 I 1120 870 w vu 1 uaal •-rgwl uwy 1 P-"v.W Wv6 1 iW W4799 'A 10W-112" Cwmman nab Is 1'/2 des bM end 0.148 h*n In dIemeter The 18dCm man rWI11m0.lQ2kwhw1ndbmeterbyW/2hiWtae Icft 2Loa� tl8rabaen inaess es do wv in aoowdance watt► code. 1696 attd 2696 fd'SrroW+end oars�rugiat (oed8. No fistliar hKsa+ase to . torwind or seh mit kmdinp. No f m1m inose is pwmttted, 3fhs haaberspeoJes is Soutttem Puts JL JOIST HAMMALLOWABLE LOADS sm SKH26R INSTALLATION TOP `VIEW STom Sim D1 QEl+ ONS (ir e8) FASTEN1;R SCiTEDULB' SLgWSVUJF4 MN 56308 Pit soolmsau ALLOWABLE LOADS (L�) 3 Nimem CAGE SKH JL Header Joist STEVEN A. EREae Do"aw 2 3/282011 ppmu ',' W H D Qq► Type Qty Type Ccm1.o Co -1.116 00m1u COs1.A .0..24 24 9 3 1 4 10d Common 2 OdtA'! 480 566 818 WA Jt2r3 20 1 I 4A 9' 8 100 Common 4 10dK1740 8$0 t92$ 700 20 1s/ 1 1 10 10d an 6 10dx1 1230 1415 151$ 940 0 20 1 ! 8/ 1 14 tOd 8 10dx1 1720 1980 2070 1170 w .uav+.—.rr�.wy .Iw—+.�s+n/lpw �v.va llrm 'A 10d Common rw0 iS S irlClfes long end 0.148 htches Itl dientet� A 10dX1'latNO is 1'l2ir�tfa+s i� and 0.148 hd(emetm ?Loads true bean a9 8llDllgl ks aaG�darl0e weh Dods 16% and 2896tar emw ow awftucft toads. No ositmr hto em bt pwmitned. W%forwhui arsets>rda waft No amit sNnc2ago is permuted. sTheUartberspeolee b St>v9mtrt Ptns bade faocrmectota Betad � WA 9sed en +� y then the repotted 700 Ra+nda- JL . UNITED STEEL PRODUCTS COMPANY 1430.5$OMCF=$ DRW-3UTE200 SLgWSVUJF4 MN 56308 Pit soolmsau 4 FACE MOUNT HANGERS SKH JL STEVEN A. EREae 3/282011 PROFESSIONAL ENGINEER ',' LICENSE NO. 70432 DRAWI NO.: :� • ; ` "R 2 OF a ML)--ssKH-Jl CnT Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tet: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT °o°aeeem_.___OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under theFlorida Building Code at the se pray on the below listed structures as of 0 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: 12- 1!53Q ❑ SPECIAL INSPECTOR FOR PILINR FBG 18221.20 (114404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR F HIGH 2319.172.4.2 (84409.6.17.24.2) )!< SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 21224 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (84408.5.2) SPECIAL INSPECTOR FOR SOiL COMPACTION, FBC 1820.3.1(R4404.4.3.1) Q SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following indm ual(s ployed by this firm or me are authorized represo :.atives to perform inspection 1. Q7 W5 a 2. - N 3. -A)JA 4. - JA *Special Inspectors utftizzing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. i, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Buffing Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Wage building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit l will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement inducting that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed EngineedArchkect Name �c-ffis . 4olavw DATE: 01/07111Z Phone No..(?� N 592- 53q Created on 6/10/2009 STRUCTURAL CALCULATIONS -ANSWER TO COMMENTS PROJECT: X+1RAMONTE RESIDENCE 674 GRAND CONCOURSE f570 MIAMI SHORES, FL. By: Denis k. Solano. P. E. P.E. #: 56902 S.I. #: 2046 C.O.A. 00009095 DENIS L SOLANO, P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. SoiVer Structural Partnership, Inc. 7500 N.W. 25t' Street Suite 205 MIAMI, FLORIDA 33122 (305) 592-9396 PHONE (305) 599-9347 WWW.SOLVERSP.COM :3> o*4�t Solver Structural Partnership, Inc: Consulting. Structural Engineers Design • Inspections • Inyestlgation • Reports Project $deet # . Date . Rev . r W 0-0 Wok cad'4ia�. Ll.."Vl Or sopl4 _ ac�.l_ Vis' pIC UL • 7500 N -W: 25th •Suite 205 • Miami, Flodda 33122 • Phone: (305) 592-9396 • Fax. (305) 599-9347 . • E -Mail. lnfb@WWOrsftctural.com • ` Title: Job # Dsgnr: Date: 1:53AM, 8 SEP 12 Description Scope : ROY. -.1 User. KW -W053%, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software Description Check 2-2x10 wood joists at second floor r (ate Timber Member information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 2-MUO WOOD ft 20.00 tsr #/ft Timber Section Live Load #/ft 2-2x10 Beam Width in 0.9504 3.000 Beam Depth in @X. 9.250 Le: Unbrac ed Length ft psi 7.00 Timber Grade psi Sounm Pine, Sending OK a 2-4 rkk Fb - Basic Allow psi Fv : Allowable 1,050.0 Fv - Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 300.00 LL 1.000 Member Type Max. DL+LL lbs Sawn Repetitive Status lbs 300.00 No Center Span Data Span ft 20.00 Dead Load #/ft 30.00 Live Load #/ft 40.00 Results Ratio = 0.9504 Mmax @ Center in -k 42.00 @X. ft 10.00 fb : Actual psi 981.7 Fb : Allowable psi 1,033.0 Sending OK IV: Actual psi 35.1 Fv : Allowable psi 175.0 Shear OK Reactions @ Left End DL lbs 300.00 LL lbs 400.00 Max. DL+LL lbs 700.00 Right End DL lbs 300.00 LL lbs 400.00 Max. DL+LL lbs 700.00 Deflections Ratio OK Center DL DO in -0.341 UDefl Ratio 703.5 Center LL Defl in -0.455 UDefl Ratio 527.6 Center Total Dell in -0.796 Location ft 10.000 L/Dafl Ratio 301.5 Notes Calculations are designed to 2001 NDS, 2003 IBC and 2003 NFPA 5000 Guidelines Section databases have been updated as of 1 -Dec -2003 Allowable stress databases have been updated to 2001 NDS values on 1 -Dec -2003 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Of category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <=14.3" , Le =1.62 * Lu + 3d When beam depth > 14.3P, Le =1.84 * Lu STRUCTURAL CALCULATIONS PROJECT: MR. & MRS NURAMON' _ 1-0 �;'l 674 GRAND CONCOUR Ipt �. MLASHORE, FLORIDA , ,r RFIC 14 1V A ' By: Denis k. Solano. P. E. P.E. #: 56902 S.I. #: 2046 C.O.A. 00009095 DENIS L SOLANO, P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. Solver Structural Partnership, Inc. 7500 R.W. 25tb Street SuHe 205 MIAMI, FLORIDA 33122 (305) 592-9396 PHONE (305) 599-9347 WWW.SOLVERSP.COM 7s) ��14IIL 0 TABLE OF CONTENTS • CHAPTER #1 -FOUNDATION DESIGN 1 • CHAPTER #2 -BEAM DESIGN 2-13 • CHAPTER #3 -MASONRY WALL DESIGN 14-16 • CHAPTER #4-DI4LPHRAM ANALYSIS 17-23 • CHAPTER q5 -TRUSS REACTIONS 2425 4p • CHAPTER #6 -WINDOW AND DOOR PRESSURES 26-27 DENIS L SOUN05 P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. SolVer Structural Partnership, Inc. 7500 N.W. 25'' Street Suite 205 MIAMI, FLORIDA $3122 9 CHAPTER 1: FOUNDATION • SOIVer Structural Partnership, Inc. 7500 K.W. 25* Street Suite 205 MIAMI, FLORIDA 33122 0 Sc dyer- Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections . Investigation • Reports parhtersfl p, In Project Sheet # : Data:. ford CvpTzfr- �p TiOv j)F Zel • -1i3 B - �C =1v�/ SDc if �, DG { 2 09�f 49J- igo D �s Lc se _ 2 — �' 6071,16 L Fliii - s� �� _ S� 3- /bop kZ. OW • 7500 N -W. 25th • Suite 205 • Mia1Ti,.FlOrida 33422: Phorm: (305) 592_9396•• Fax: (305) 594-3347 • ► E -Mail: irr emtructural_com . 0 CHAPTER 2: BEAM DESIGN. SolVer Structural Partnership, Inc. 7500 M.W. 25th Street Suite 205 MIAMI, FLORIDA 33122 0 • 0 0 y Partners 1p, inc. SolVer Structural Partnership, Inc. Consulting Structural Engineers Design e Inspections • Investigation • Reports Project Sheet # Date . Rev: Z�T� ';C 60,rrf Z gyp. 66 K(/=66 CC �o �r ((41,6�= �7 /e 56e7foA) A�OX 19 B�P� v� 3 903 • 7500 N.W. 25th .Suite 205 • Miaml, Florida 33122 . Pho 51� �%%hyep C�l 9 E -Mail: Info@sOiverstructural.com • Rev. 58= User KW X0.5358_ Ver 5.8.0, Description 213-2 General Information Title : Dsgnr: Description Scope: Concrete Rectangular & Tee Beam Design Job # Date: 12:1913M, 26 JUL 12 Page 1 wall. eow. Calculations Code Ref: ACI 318-02,1997 UBC, 2003 113C, 2003 NFPA 5000 Depth 18.000 in Fy 60,000 psi Width 10.000 in Concrete Wt. 145.0 pcf Seismic zone 0 End Fbdty Pinned -Pinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'Cr from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 9 16.00in #1 2 5 2.00 in #1 2 5 2.00 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load Lire Load Short Term Start End #1 1.100 k 0.340 k k 0.000 ft 20.000 it . Span = 20.00ft, Width=10.00in Depth=18.00in Maximum Moment: Mu 118.59 k -ft Allowable Moment: Mn•phi 122.81 k ft Maximum Shear: Vu 23.34 k Allowable Show: V6*phi 37.34 k Shear StUrups... 88.64 k -ft Stirrup Area @ Section 0.220 in2 Region 0.000 3.333 6.667 Max Spacing 8.000 8.000 8.000 Max Vu 23.338 15.938 7.969 Beam Design OK Maximum Deflection -0.7178 in Max Reaction @ Left 16.21 k Max Reaction @ Right 16.21 k 10.000 13.333 16.667 20.000 It 8.000 8.000 8.000 8.000 in 7.779 7.779 15.748 23.148 k Bending & Shear Force Summary Bending... Mn"Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C,3 @ Center 122.81 k -ft 118.59 k -ft 88.64 k -ft 57.66 k -ft @ Left End 3.06 k -ft 0.00 k -ft 0.00 k ft 0.00 k -ft @ Right End 3.06 k -ft 0.00 k -ft 0.00 k ft 0.00 k -ft Shear... Vn'PhI Vu, Eq. C-' Vu, Eq. C4 Vu, Eq. C-:- @ Left End 37.34 k 23.34 k 17.50 k 11.35 k @ Right End 37.34 k 23.15 k 17.36 k 11.25 k Deflection DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm WM DL + LL + [Bm Wt] DL+LL+ST+[BmWt] 0.0000 in at 0.0000 it 0.0000 in at 0.0000 it 0.0000 in at 0.0000 ft a- Left 12.812 k 16.212 k 16.212 k 0- Right 12.812 k 16.212 k 16.212 k -0.5613 in at 10.00OOft -0.7178 in at 10.0000ft -0.7178 in at 10.00OOft M • • 0 Title: Job # Dsgnr: Date: 12:1 913M, 26 JUL 12 Description Scope: neY , User. KWw-0605359, ver 5.8.0, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2003 ENERCALC Engineering Software wall.emCelculations Description 2B-2 Section Analysis Evaluate Moment Capacity... Center Left End Right End X: Neutral Ax[s 5.535 in 1.310 in 1.310 In a = Feta ' Xneutral 4.705 in 1.113 in 1.113 in Compression in Concrete 119.971 It 28.394 k 28.394 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -120.000 k -28.411 k -28.411 k Find Max As for Ductile Failure... X Balanced 9.469 in 1.184 in 1.1837 in Xmax = Xbal ° 0.75 7.102 in 0.888 in 0.888 in a -max = beta * Xbal 8.049 in 1.006 in 1.006 in Compression in Concrete 153.937 k 19.242 k 19.242 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 153.937 k 19.242 k 19.242 k AS Max = Tot Force / Fy 2.566 in2 0.321 1n2 0.321 in2 Actual Tension As 2.000 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 6.075 in Mcr 18.49 k -ft Igross 4,860.00 in4 Ms:Max DL + LL 81.06 k -R Icracked 2,577.35 in4 R1 = (Ms:DL+LL)IMcr 0.228 Elastic Modulus 3,122.0 ks[ Ms:Max DL+LL+ST 81.06 k -ft Fr = 7.5' fe.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 0.228 Z. -Cracking 0.000 krin teff... Ms(DL+LL) 2,604.419 in4 Zcraddng > 175: No Good[ teff... Ms(DL+LL+ST) 2,604.419 in4 Eff. Flange Width 10.00 in I ACI Factors (w ACI 318-02, applied intemally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 AW1 -1.4- racxor TorSeismic 1.4uu ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"t "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 0 w Solver Structural Partnership, Inc. Consulting Structural Engineers • Design e Inspections a Investigation • Reports PaRnem 15, In1. c. c: 0 _r1%l = lnapy'r X33'=.333 /.lC = 3-o�(x3.33 _M4 Project Sheet # Date Rev: !14 f3 f7: i f%9r Z�l' )`O� of T�7�` c.�, f3 3D� /, • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 599-9347 • 9 E -Mail: info@solverstructural.com • • • 0 Title: Dsgnr: Description Scope: Concrete Rectangular & Tee Beam Design Description 2B-1 Job # Date: 12:43PM, 26 JUL 12 Page 1 wall.ecw Calculations rd General Information Span = 3.00ft, Width=12.00in Depth = 12.00in Code Ref: ACI 318-02,1997 UBC, 2003 ISC, 2003 NFPA 5000 Span 3.00 ft fc 3,000 psi Depth 12.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 145.0 pd Maxanum Deflection -0.0002 in Seismic Zone 0 1.30 k 0.982 k End Fbdty Pinned -Pinned Beam Weight Added internally Live Load acts with Short Term Reinforcing Max Reaction @ Right 0.98 k Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 6 10.00in #1 2 6 2.00 in #1 2 6 2.00 in Note: Load factoring supports 2003 IBC and 2003 NEPA WW by virtue of their references to ACI 311 Factoring of entered loads to ultimate foods within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load Live Load Short Term Start End #1 0.340 k 0.170 It 0.000 ft 3.000 it Beam Design OK Deflection DL + [Bm Wit] Span = 3.00ft, Width=12.00in Depth = 12.00in 3.0000 ft -0.0002 in at 1.5000ft DL + LL + [Bm MI 0.0000 in at 3.0000 it -0.0002 in at 1.5000ft Maximum Moment: Mu 1.09 k -ft 3.0000 It -0.0002 in at 1.5000ft Reactions.. al Left tc0 Right Allowable Moment: Mn'phi 36.14 k ft 0.727 k Maxanum Deflection -0.0002 in 0.982 k Maximum Shear: Vu 1.30 k 0.982 k Max Reaction @ Left 0.98 k Allowable Shear: Vn"phi 31.57 k Max Reaction @ Right 0.98 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 0.500 1.000 1.500 2.000 2.500 3.000 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 1.301 1.301 1.301 0.476 0.476 1.289 1.289 k Bending & Shear Force Summary Bending... Mn"Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3 @ Center 36.14 k -ft 1.09 k -ft 0.82 k -ft 0.49 k -ft @ Left End 3.75 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft @ Right End 3.75 k -ft 0.00 k -ft 0.00 kft 0.00 k ft Shear... Vn*Phl Vu, Eq. C-• Vu, Eq. C-: Vu, Eq. C-:- @ Left End 31.57 k 1.30 k 0.98 k 0.59 k @ Right End 31.57 k 1.29 k 0.97 k 0.58 k Deflection DL + [Bm Wit] 0.0000 in at 3.0000 ft -0.0002 in at 1.5000ft DL + LL + [Bm MI 0.0000 in at 3.0000 it -0.0002 in at 1.5000ft DL + LL + ST + [Bm Wit] 0.0000 in at 3.0000 It -0.0002 in at 1.5000ft Reactions.. al Left tc0 Right DL + [Bm Wt]] 0.727 k 0.727 k DL + LL + [Bm Wt] 0.982 k 0.982 k DL + LL + ST + Pat wt] 0.982 k 0.982 k • • 0 Title: Dsgnr: Description: Scope: Job # Date: 12:43PM, 26 JUL 12 userRVV:6 359, Ver 5.8.0,1 -Dec -203 Concrete 9 Rectangular & Tee Beam Design Page 2 1 (c)1983.2003 ENERCALC Engineering Software wall.ecw.Calcutations Description 213-1 Section Analysis 1.1837 In X -Balanced 5.918 in Evaluate Moment Capacity... Center Left End Right End X: Neutral Alas 2.025 in 1.365 in 1.365 in a = beta * Xneutral 1.721 in 1.160 in 1.160 in Compression in Concrete 52.670 k 35.504 k 35.504 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -52.800 k -35.616 k -35.616 k Find Max As for Ductile Fallure... 1.1837 In X -Balanced 5.918 in Xmax = Xbal0.75 4.439 in a -max = beta Xbal 5.031 in Compression in Concrete 115.453 k Sum [Steel Comp Forces] 0.000 k Total Compressive Force 115.453 k AS Max = Tot Force / Fy 1.924 int Actual Tension As 0.880 OK 1.184 in 1.1837 In 0.888 in 0.888 in 1.006 in 1.006 in 23.091 k 23.091 k 0.000 k 0.000 k 23.091 k 23.091 k 0.385 int 0.385 in2 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 3.075 in Mcr 9.86 k -ft (gross 1,728.00 in4 Ms:Max DL + LL 0.74 k -ft Icrac kad 508.30 in4 R1 = (Ms:DL+LL)/Mcr 13.379 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 0.74 k -ft Fr = 7.5 * fe.5 410.792 psi R2 = (Ms: DL+LL+ST)/ Mc r 13.379 Z•Craddng 0.000 kfin teff... Ms(DL+LL) 1,728.000 in4 Zcractdng > 175: No Goodl teff... Ms(DL+LL+ST) 1,728.000 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI 318-02, applied internally to entered loads) i ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add -1.1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"t "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 1b n U • Solver Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections • Investigation . Reports 176-iYYVIzCeT &Xi5;O'1XJa 7�9 �i91iA ZA-Aar 41V 1yO9A-f1,1� Azz-:;o 7VI Project : Sheet # : Date Rev: 4v = '�7g�fip•� f- '7� y ' A( loo ?rfy-6a? �0Ps*�,9)=BSP 10 f tl- 11 729 Ne- ,?&O -z II II STB"�tv 70 Pe - S1J9� 11. I ffi _� 6�=y" : al -0. rte T 7o aF mux 2�3.5�'l�C f3-0) "erI tl=2�cftf • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 599-9347 • . F-PA211- cnlvwrctnU11VA-m t -nm 0 0 0 �xOAmrtp 7B r Project . Sheet # : .Date:. Rev: L77-e;WIWt SIZE Of 67r,= -L �Li9T 5 D.6 X e dp !s OK keWP -9T X ,q•33 z :�/1©;po---------------- *IOL - 3S122• oRm ; • F-ft� rAM . 12 Solver Structural Partnership, Inc. • Consulting Structural Engineers • Design** Inspections • Investigation • Reports I • 0 Project Sheet # Date: Rev: e)VM14)6 (�o,�T ---------- ------_ —A 545- P17196f�l) 7WAlb- �/r BOW 405-9?171e.S, I20?) ©.8/ D- 6Z P44P OF d5A)P >> 1/ o s �I t,/9, 1i6A)UCay,OR ,40e7 j 8 ///1T/ 9 ru S/lam Z • 7500 N.W. 25th • Suite 205 • Miami. Florida 33122 • Phone: (305) 692-9396 • Fax: (305) 599-9347 • . F-Mnll- cnlva-M. srlOm- rtan a . . Mechanical Anchoring Systerns 4..3.5 Kwik Bolt 3 Expansion .Anchor >,3 Table 6 - Carbon Steel Kwik Bolt 3 Allowable Loads in Morrnal-Weight Concrete' Anchor Embedment f'c = 2000 psl (13.8 MPa) f'c = 3000 psi (20.7 MPs) f'o = 4000 psI (27.6 MPa) f'c = 6000 ps1(41.4 MPa) Diameter Depth Tension Shear Tension Shear' Tension Shears Tension Shear' in. (mm) in. (mm) Ib (kM Ib (kid) Ib (W) Ib (M) Ib (M) Ib (M) Ib (MN) Ib (M) 1-1/8 (29) 300 365 430 550 (1.3) (1.6) (1.9) (2.4) 2 (51) 635 715 800 1/4 530 530 530 530 (6.4) (2.8) (2.4) (3.2) %. (2.4) (3.6) (2.4) 845 (2.4) 3 (76) 755 795 840 (3.8) (3.4) (3.5) (3.7) 730 1135 910 1275 1095 1420 1090 (3.2) (5.0) (4.0) (5.7) (4.9) (6.3) (4.8) 3/8 2-1/2 (64) 1260 1555 1850 2060 14609 (9.5) (5.6) 14603 (6.9) 14609 (82) 1460' (9.2) (6.5) 3-1/2 (89) 1580 1770 1965 2150 (6:5) (6.5) (6.5) . (7.0) _ (7.9) (8.7) (9.6) 2-1l4 (57) 1235 (5.5) 1165 (0.3) 1430 (6.4) 2300 (10.2) 1620 (7.2) 2735" (12.2) 1975 (8.8) 3-1/2 (89) 1930 2185 -9,440 3240 1/2 30208 (8.6) 30208 (9.7) 30208 (10.9) 30208 (14.4) (13.4) 4-3/4 (121) 2135 2355 2575 3620 (13.4) (13.4) (13.4) (9.5) (10.5)sy (11.5) (16:1) 2-3/4 (70Y1920 2750 2065 3410 2210 40708 2830 (8.5) (12.2) (9.2) . (15.1) (9.8) (18.1) (12.6) 4 (102) 2660 3020 3385 4770 5/8 48858 (15..O (11.8) 48858 (13.4) 11M5% (1.5.1) 48858 (21.2) (21.7) (21.7) (21.7) (21.7) * 5-1/2 (140)' 3285' 3695 4100 5325 (14.6) (16.4) (18.2) (23.7) 3-1/4 (83) 2120 4090 2425 4900 2730 57108 3785 57108 (9.4) (18.2) (10.8) (21..8) (12.1) (25.4) (16.8) (25.4) 3/4 4-3/4 (121) 3240 4260 5285 6155 (19.1) (14.4) 5340 (18.9) 5340. (23.5) 7325' (27.4) 73258 6-1/2 (165) 4535 (23.8) 5860 (23.8) 7185 '(32.6). 7005 (32.6) (20.2) (26.1). (32) (31.2) 4-1/2 (114) 3330 7070 4050 7600 4670 8140 5070 (14.8) (31.4) (18.0) (33.8) (20.8) (36.2) (22.6) 6 (152) 4930 6000 7670 8400 1 9200 (25.4) (21.9) 9200 (263). 9200 (31.4) 9200 (37.4) (40.9) 9 (229) 6670 (40.9) 7.670 (40.9) 8670 (40.9) 10670 (29.7) (34.1) (38.6) (47.5) 1 Intermediate load values for other concrete strengths and embedments can be calculated by linear interpolation. 2 Unless otherwise noted, values shown are valid for the shear plane acting through either the anchor body or the anchor threads. 3 Values shown. are -for a.shear plane through the anchor body. When the shear plae is acting through the threads, reduce the shear value by 10%. 4 Values shown are for a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear value by 12%. 5 Values shown are for a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear value by 20%. 6 Values shown af0or a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear value by 7%. 7 Values shown are for a shear plane through the anchor body. When the shear plane Is ac MD -through -the threads, reduce the shear value by 25%. 8 Values shown are for a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear value by 15%. 336 HUti;1nc. (US) 1-800-879-8000 1 www;u&W.com I an esoanol 1-800-879-5000 1 HN (Canada) Corp.1-800-363-4458 1 won 0 CHAPTER 3: MASONRY WALL DESIGN. Solver Structural Partnership, Inc. 7500 N.W. 25tl Street Suite 205 MIAMI, FLORIDA 33122 0 14 Solver Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections • Investigation • Reports 2 NPOIP, Project Sheet # /'%s'©,uRY weze k` iw Date: Rev: -Aymep f •f -foo 7'�� Pe =! OF xe At e 8 -5-0?f 2 �T !7L • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fan: (305) 599-9347 • • E -Mail: info@solvomtructural.com • ,s Title: Job # Dsgnr: Dab: 5:3213M, 25 JUL 12 Description. Scope: Rev. 560000 User. KW -0605358, Ver 5.8.0,1 -Dec -2003 MasonryWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software wall.ecw Calculation Description 12' HEIGHT MASONRY WALL General Information code Ref: ACI 530-02 Wali Height 12.00 It Seismic Factor 0.3300 fm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = I'm 900.00 Fs 24,000.0 psi Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Must. 1.000 Grout @ Rebar Only Rebar Size 6 Normal Weight Block Rebar Spacing 32 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.900 In Loads Uniform Load Concentric A)dal Load Wind Load 34.620 psf Dead Load 1,456.000 Wit Dead Load 0.000 #/ft Live Load 375.000 #/It Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 7350,000 psi Rebar Area 0.165 int np 0.07753 j 0.89207 n: Es / Em 21.481 Radius of Gyration 2.487 in k 0.32380 2 / kj 6.92402 Wall Weight 58.000 psf Moment of Inertia 363.660 in4 Max Allow Axial Stress = 025 fm (1-(h/140rr2) ` Spinsp 155.43 psi Allow Masonry Bending Stress = 0.33 fm " Spinsp = 247.50 psi Allow Steel Bending Stress = 24,000.00 psi •Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load Sal Masonry Compression Top of Wall in-# lbs psi psi psi DL + LL 0.0 1,831.0 0.0 0.0 31.14 DL + LL + Wind 0.0 1,456.0 0.0 0.0 24.76 DL + LL + Seismic 0.0 1,456.0 0.0 0.0 24.76 Between Base & Top of Wall DL + LL OA 2,179.0 0.0 0.0 37.06 DL + LL +Wind 7,477.9 1,804.0 13,334.4 297.2 30.68 DL + LL + Seismic 4,1342 1,804.0 7,372.1 164.3 30.68 12.00ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #S bars at 32.00ino.c. at center Max. Bending Compressive Stress ......... 327.92 OK Allowable .................... 329.18 OK Max. Axial Only Compressive Stress ......... 37.06 psi Allowable .......... 155.43 OK Max Steel Bending Stress .............. 13,334.42 psi Allowable .......... 31,920.00 OK Title: Job # Dsgnr: Date: 5:3213M, 25 JUL 12 Description Scope: I;;s .KW&is9 ,ver5.8.0,1-DeF2003 Masonry Wall Design Page 2 (c)19 33-2003 ENERCALC Engineering Softwe ' 7 27 wall.emCalculations Description 12' HEIGHT MASONRY WALL Final Loads & Moments Wall Weight moment @ Mid Ht 348.00 lbs Wind Moment @ Mid Ht 7,477.92 in-# Seismic Moment @Mid Ht 4,134.24 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 In-# Total Dead Load 1,456.00 lbs Total Live Load 375.00 lbs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 6,226.56 in-# Maximum Allow Axial Load for Applied Moment = 9,139.05 lbs • I0 Ito 0 CHAPTER 4: DIAPHRAM ANAYLIS 0- SolVer Structural Partnership, Inc. 7500 N.W. 25t' Street Suite 205 MIAMI, FLORIDA 33122 0 I+ SolVer Structural Partnership, Inc. Consulting Structural Engineers ;F�i Design e Inspections • investigation • Reports • — ,. /760"'z - Cod Project Sheet # Date Rev : Zy-69 /C1. 34. I3:3,Z�P-rl � 7 }x��.�V.- ?y-9s.x - = ZO.41Y /17,/f f V/ /'Z9 Pel 14-, = le'f .� 3 0 P • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-8396 • Fax: (305) 599-9347 • • E -Mail: info@sohrersiructumi.com • n SolVer Structural Partnership, Inc. Consulting Structural Engineers • Design • Inspections • Investigation • Reports Partnership,,' . lvvf�( 0 Project Sheet # Date Rev: U2 v 33� � 30 0 le' 33 • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 5994347 • • E -Mail: info@solvemtruatural.com • is SolVer Structural Partnership, Inc. z Consulting Structural Engineers is Design • Inspections • Investigation a Reports Partnersh p, Ine. • rI �9P�R�9d c7 AVAI Vs1s (eeO"vr) ,Wfzl- Project Sheet # Date Rev: jooelz¢'. ti • 7500 N.W. 25th • suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 . Fax: (305) 599-9347 . • E -Mail: info@soivemtructural.com • • Z® TABLE 2310.2A J ALLOWABLE SHEARrABLE 2310.2A (PLF) FOR HORIZONTAL WOOD STRUCTURAL PANEL DUIPHRACiMS WITH FRAMING OF DOUGLAS FM-LARCH OnSOMWERN PINE FOR WIND LOADINGt u.mt..aawa.... • raan{rYa Wsw+i. lher Y t In, sm. it ca'�ge . t`q� MIIM peaW b btl (ern 7 i q wlM�bd y{r ' MM tlaa )iaN itlii (CiibiiA ix r 1 aooa aatrWi rairrl� Orli • p bCTLIftPAM iriltae# >E�A1itIaN r{OUIO! ! NiM�ii%�1rW►wiM a GLUE NALUn iriRirgq tr/p{4f � .e (ti.�•Uis i41 axaai am I4I6.i� 141 (W W $ { t' • t .3 = PwAdb (rwaq. 6d 1114 rh or 2 1 185J25Suuanra] I 8d' !r/t 6t 2 1475 Iss j 2� 250 �5 420 165 8 lod Isis ti 3270 2 1 • 360 530 600 260 11,80, hs ''�1 320� S 11v i a FGR i0d !240 640 730 1, 21 sh z 142 4 2 650 870 SMO 1.230 .14 Sa755 m LOCO 1.410- SmPra 2 zs� 43 600 600 840 900 1.010 1,200 900 1.140 1.350 1.440 1,800 6d 1114 2 11 170 223 33S 380 150 110 40 3� 170 sh 3 1 * � 373 420 165 covered in-PS 1 - 8d 1 rh 2 1 ` 210. 32D 48D 475 40 and PS 2. 3 545. 213 160 2 1 610 80 3 1 375 .230 !� rJ 2 1 270 � 530 - 253. . _10_ 9 3 1 30D 400 � 240 180 • 265 200 u� 3 1 375 •655 255 !00 _ 2 1 .: 650 735 2 Gad Sbe djbgother gales IOd Ish 15 ad r9 • ^' 423. 64Q 730 28f 215 d covered in PS 1 3 2 645 _870 240 • and I'S 2 + a/32 4 275O 980 ••1073 1,395 . 14V 2 2W I 0 SP1a 4 3 600 820 900 1.010 1�0 • � 1,350 1,400 1,510 � • For SI: 1111= 25.4 tnm. I Of 14-939 N/nL 900 1,120 NOW. 1. Tbesp values are•for short-Fpm loads from wind and mast bo redated 2596 for normal Ioe& Eisez - rao u mar wai cue4. • CASfiS USEDJaNOF ai tµy�p u� oriw{riiwr Wt*VAW ' sDFrta RVm 23.20 FLORIDA BUILDING i;ODE= BUILDING • MECAWind Version 2.1.0.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date 7/25/2012 Project No. : ROOF Company Name SOLVER Designed By : ASG Address 7500 NW 24 ST Description : REMODELING City MIAMI Customer Name i MR 6 MRS MIRAMONTE State FL Proj Location : 674 G CONC. MIAMI SHORES. FL File Location: X:\PROJECTS\2012 PROJECTS\Arquetipo\Miramonte Residence\STRUCT CALC\MWFORCE.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 180.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.27 : 12 Slope of Roof(Theta) = 10.71 Deg Ht: Mean Roof Ht = 21.58 ft Type of Roof = Gabled RHt: Ridge Ht = 23.66 ft Eht: Eave Height = 19.50 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area = 3135.00 ft^ 2 Bldg Length Along Ridge = 70.00 ft Bldg Width Across Ridge= 40.00 ft Gust Factor Category I Rigid Structures - Simplified Method • Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1..7*3.4*1zm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 0 V U 0 M. z I D B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.01 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd 42.55 psf • Cpww: Windward Wall Cp(Ref Fig 6-6) 0.80 Roof Area 3135.00 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 70 ft wall (Normal to Ridge) hall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- Leeward Wall -0.50 -25.7410.42 ----------- Side Walls -0.70 -32.98 - .66 Wall 81ev KZ KZt gz Press Press Total ft psf +GCpi -GCPi +/-GCPi ---------------- ------ ----- ------------ ------- Windward 23.66 1.02 1.00 43.09 21.64 ---------------- 36 47.38 Windward 18.00 0.98 1.00 41.55 20.60 Windward 12.00 0.94 1.00 39.64 19.30 4.62 45.04 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location Cp +GCpi(ps€) ----------------------- -GCpi(ps£) ----------------- Windward - Min Cp -0.90 -40.21 ---------- -24.89 Windward - Max Cp -0.18 -14.17 1.15 Leeward Perp to Ridge -0.51 -26.10 -10.79 Overhang Top (Windward) -0.90 -32.55 -32.55 Overhang Top (Leeward) -0.51 -18.44 -18.44 Overhang (Windward only) 0.80 28.55 28.55 MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) • Wall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) Z3 --------------------- Leeward gall -0.35 -_--------- -20.32 ----------- -5.00 Side Walls -0.70 -32.98 -17.66 Wall 81ev Kz Kzt qz Press Press Total ---------------- ft ------ ----- ----- psf +GCpi -GCpi +/-GI-Vi Windward 23.66 1.02 1.00 -------------- 43.09 ------- 21.64 --------- 36.96 41.96 Windward 18.00 0.98 1.00 41.55 20.60 35.91 40.91 Windward 12.00 0.94 1.00 39.64 19.30 34.62 39.62 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure pressure +GCpi (psf) -GCpi (pef) --------------------------------- 0.0 ft to 10.8 ft ------ -0.90 -- - 0.2 -- _- ---- - 24.89 10.8 ft to 21.6 ft -0.90 -40.21 -24.89 21.6 ft to 43.2 ft -0.50 -25.74 -10.42 43.2 ft to 70.0 ft -0.30 -18.51 -3.19 • is 0 CHAPTER 5: TRUSS REACTIONS C Solver Structural Partnership, Inc. 7500 N.W. 25m street spite 205 MIAMI, FLORIDA 33122 • IN • MECANind Version 2.1.0.7 ASCE 7-10 Developed by RECA Enterprises, Inc. Copyright 2012 www.mecaente rises.com Date : 7/25/2012 Project No. ROOF Company Name : SOLVER Designed By ; ASG Address : 7500 NW 24 ST Description REMODELING City : MIAMI Customer Name MR & MRS MIRAMONTE State : FL Proj Location 674 G CONC. MIAMI SHORES. FL File Location: X:\PROJECTS\2012 PROJECTS\Arquetipo\Mixamonte Residence\STRUCT CALC\ROOF.wnd 0 a Gable Roof 7 < 0 <-- 45 Wind Pressure on.Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 -2L_A I f J I -PJ t _L_I J 1 Description Width Span I 1 t Max P 1 1 I ! 1 GCp I 1 I 3.78 1 42.8 I I 1 23.56 I T-1 1 2; 1 1 :22; t 1 I 2 -1.38 I i t 3.78 1 42.8 1 I t 23.56 1 T-2 I t t 1 1 -0.80 1 1 ! 6.42 I 123.6 2 0.30 -1.20 Gable Roof 7 < 0 <-- 45 Wind Pressure on.Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.01 is Qhcc:.00256*V^2*Khcc*Kht*Kd = 42.55 psf Width of Pressure Coefficient Zone "a" = 4 ft Description Width Span Area Zone Max Min Max P Min P ft --------------------------------------------------------------------- ft ft^2 GCp GCp psf psf T-1 3.78 11.33 42.8 1 0.37 -0.84 23.56 -43.26 T-1 3.78 11.33 42.8 2 0.37 -1.38 23.56 -66.55 T-1 3.78 11.33 42.8 3 0.37 -2.22 23.56 -102.16 T-2 6.42 19.25 123.6 1 0.30 -0.80 20.42 -41.70 T-2 6.42 19.25 123.6 2 0.30 -1.20 20.42 -58.72 T-2 6.42 19.25 123.6 3 0.30 -2.00 20.42 -92.76 T-3 9.42 28.25 266.1 1 0.30 -0.80 20.42 -41.70 T-3 9.42 28.25 266.1 2 0.30 -1.20 20.42 -58.72 T-3 9.42 28.25 266.1 3 0.30 -2.00 20.42 -92.76 T-4 8.42 25.25 212.6 1 0.30 -0.80 20.42 -41.70 T-4 8.42 25.25 212.6 2 0.30 -1.20 20.42 -58.72 T-4 8.42 25.25 212.6 3 0.30 -2.00 20.42 -92.76 T-5 8.75 26.25 229.7 1 0.30 -0.80 20.42 -41.70 T-5 8.75 26.25 229.7 2 0.30 -1.20 20.42 -58.72 T-5 8.75 26.25 229.7 3 0.30 -2.00 20.42 -92.76 T-6 6.67 20.00 133.4 1 0.30 -0.80 20.42 -41.70 T-6 6.67 20.00 133.4 2 0.30 -1.20 20.42 -58.72 T-6 6.67 20.00 133.4 3 0.30 -2.00 20.42 -92.76 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.01 is Qhcc:.00256*V^2*Khcc*Kht*Kd = 42.55 psf Sort�ctural Pa ip Inc. 7500 N.W. 25th Street Miami, Florida 33122 Suite 205 TRUSS REACTIONS • Truss Zone. 01 (psi) (+) 02 (ps1) (-) TOTAL LENGTH. TL=Span+1 FT Uplift Reaction. C12xTU2 X 2 (Ibs) Uplift Reaction (factored). 1.3xUpiift (Ibs) DL Reaction. 25xTU2 X 2 (lbs) DL Reaction (factored) (Ibs) LL Reaction. 30xTU2 X 2 (Ibs) LL Reaction (factored) (lbs) DL+LL Reaction (Ibs) Reaction (factored).1 .4411+1.711 (Ibs) Net Uplift. Use10 psf (Ibs) Truss Mark ZON1-T1 23.56 43.26 12.33 533 747 308 432 370 629 678 1060 410 T-1 ZONE 2 23.56 66.55 12.33 821 1149 308 432 370 629 678 1060 697 T-1 ZONE 3 23.56 102.16 12.33 1260 1763 308 432 370 629 678 1060 1136 T-1 ON1-T2 20.42 41.7 20.25 844 1182 506 709 608 1033 1114 1742 642 T-2 ZONE 2 20.42 58.72 20.25 1189 1665 506 709 608 1033 1114 1742 987 T-2 ZONE 3 20.42 92.76 20.25 1878 2630 506 709 608 1033 1114 1742 1676 T-2 ON1-T3 20.42 41.7 29.25 1220 1708 731 1024 878 1492 1609 2516 927 T-3 ZONE 2 20.42 58.72 28.25 1659 2322 706 989 848 1441 1554 2430 1376 T-3 ZONE 3 20.42 92.76 29.25 2713 3799 731 1024 878 1492 1609 2516 2421 T-3 ZON11-T4 20.42 41.7 26.25 1095 1532 656 919 788 1339 1444 2258 832 T-4 ZONE 2 20.42 58.72 26.25 1541 2158 656 919 788 1339 1444 2258 1279 T-4 ZONE 3 20.42 92.76 26.25 2435 3409 656 919 788 1339 1444 2258 2172 T-4 ZON1-T6 20.42 41.7 27.25 1136 1591 681 954 818 1390 1499 2344 864 T-5 ZONE 2 20.42 58.72 27.25 1600 2240 681 954 818 1390 1499 2344 1328 T-5 ZONE 3 20.42 92.76 27.25 2528 3539 681 954 818 1390 1499 2344 2255 T-5 ON1-T6 20.42 41.7 21 876 1226 525 735 630 1071 1155 1806 666 T-6 ZONE 2 20.42 58.72 21 1233 1726 525 735 630 1071 1155 1806 1023 T-6 ZONE 3 20.42 92.76 21 1948 2727 525 735 630 1071 1155 1806 1738 T-6 0 CHAPTER 6: WINDOW AND DOOR PRESSURES • Solver Structural Partnership, Inc, 7500 N.W. 25P Stmet Suite 205 MIAMI, FLORIDA 33122 • Z` • MECAWind Version 2.1.0.7 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date ; 7/25/2012 Project No. Company Name SOLVER Designed By ASG Address 7500 NW 24 ST Description REMODELING City MIAMI Customer Name MR & MRS MIRAMONTE State FL Proj Location 674 G CONC. MIAMI SHORES. FL File Location: X:\PROJECTS\2012 PROJECTS\Arquetipo\Miramonte Residence\STRUCT CALC\WINDOWS & DOORS.wnd a 3L 2 r -A r -X -2-L3 rr Roof n.©r r r r r showy e 2; 1 ;2 2; 1 ;2 51 r r r r r r r 4 r r r r r r + , r r __ r r r__ r -13 15 ' a 3� 1 3� Walls Gable Roof 7 < 0 -c,,_ 45 a • Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 4 ft Description Width Span Area Zone Max Min Max P Min P -------=------=----------------------------------------------------------- ft ft ft^2 GCp GCp psf ps€ W-1 3.00 1.67 5.0 4 1.00 -1.10 50.21 -54.46 W-1 3.00 1.67 5.0 5 1.00 -1.40 50.21 -67.23 W-2 4.00 2.00 8.0 4 1.00 -1.10 50.21 -54.46 W-2 4.00 2.00 8.0 5 1.00 -1.40 50.21 -67.23 W-3 3.83 5.50 21.1 4 0.94 -1.04 47.78 -52.03 W-3 3.83 5.50 21.1 5 0.94 -1.29 47.78 -62.36 W-4 4.00 3.00 12.0 4 0.99 -1.09 49.61 -53.87 W-4 4.00 3.00 12.0 5 0.99 -1.37 49.61 -66.04 W-5 4.00 3.50 14.0 4 0.97 -1.07 49.11 -53.36 W-5 4.00 3.50 14.0 5 0.97 -1.35 49.11 -65.03 W-6 3.00 3.00 9.0 4 1.00 -1.10 50.21 -54.46 W-6 3.00 3.00 9.0 5 1.00 -1.40 50.21 -67.23 W-7 8.50 3.00 25.5 4 0.93 -1.03 47.15 -51.41 W-7 8.50 3.00 25.5 5 0.93 -1.26 47.15 -61.12 W-8 5.00 3.00 15.0 4 0.97 -1.07 48.88 -53.14 W-8 5.00 3.00 15.0 5 0.97 -1.34 48.88 -64.58 W-9 5.00 8.50 42.5 4 0.89 -0.99 45.49 -49.74 W-9 5.00 8.50 42.5 5 0.89 -1.18 45.49 -57.78 W-10 3.83 3.00 11.5 4 0.99 -1.09 49.75 -54.01 W-10 3.83 3.00 11.5 5 0.99 -1.38 49.75 -66.32 W-11 3.83 2.33 8.9 4 1.00 -1.10 50.21 -54.46 W-11 3.83 2.33 8.9 5 1.00 -1.40 50.21 -67.23 . D-1 7.00 3.00 21.0 4 0.94 -1.04 47.79 -52.04 D-1 7.00 3.00 21.0 5 0.94 -1.29 47.79 -62.38 2} D-2 D-2 7.50 7.50 4.00 4.00 30.0 30.0 4 5 0.92 0.92 -1.02 -1.23 46.62 46.62 -50.88 -60.06 D-3 7.67 5.67 43.5 4 0.89 -0.99 45.41 -49.67 D-3 7.67 5.67 43.5 5 0.89 -1.17 45.41 -57.63 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.01 Qhcc:.00256*V^2*Khcc*Kht*Kd = 42.55 psf • • . r STRUCTURAL CALCULATIONS -ANSWER TO COMMENT PROJECT: MIRAMONTES RESIDENCE 674 GRANDCONCOUR.SE MIAMI SHORES, FL. By: Denis k. Solano. P. E. P.E. #: 56902 S.I. #: 2046 C.O.A. 00009095 DENIS L SOLANO, P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. 11 So1Ver Structural Partnership, Inc. 7500 N.iN 2V Street Suite 205 MIAMI, FLORIDA 33122 (305) 592-9396 PHONE (305) 599-9347 FAX WWW.SOLVERSP.COM'� pS113 15 n i 0 Solder. Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections • Investigation •Reports _ Partners p, in . Project:11, 1i�tlo ins Sheet No.: Date: Rev: VIA ftrA LL= 4t �- �I..: fl -Oh LL IND ®L; 20 L r�i yr 12 Ait ?,To ff + to $WL- tat Utr m 3v �Z 3Y21) nol I r 7to Z4 + TC I2 b®-* K 0, 164 jef 4�. • 7500 N.W. 25 St • Suite 05 •Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 599-9347 • �( • e-Ma11: info@solverstructural.com • a S®IVer Structural Partnership, Inc. -Consulting Structural Engineers Design • Inspections . Investigation • Reports o — p, Irk . Iroject: 1 Sheet No.. 2 Date Rey: 41) &A )VIA le ID fit 14 U 32 660 L gssl+ 11 4.2s- tri It (10 6 . o . -aft. 1�2 -t660 '� ��' �� . � Cl _ a.6 -x4 � • 7500 N.W. 25 Sts Suite 205. Miami, Florida 33122 • oris 30 5 2-9 s ( 6) 9 396 F 05) 589-9347 a e -Mail: infrstructural.com 0. Info 'V� 9 � � ..O. Mdt�hanical Anchoring System 4..3.5 Kwik 1301# 3 Expansdon..Anchc�� . . Table 6 - Carbon Steel Kwik Bolt 3 Allowable Loads in Nonnal-Weight Concrete' Anchor Embedment f',-=2000 psi MPa 13.8 Diameter ( ) f' C = 3000 psi (20.7 MPa) f � = 4000 psj (27.6 MPa) f'c = 6000 Depth Tension Shear Tension Shear2 Tension Shear' Tension in. {mm) in. (mm) Ib (W) Ib (W) Ib (W) Ib (kN) Ib (kN) Ib (kN) Ib (kN) 1-1/8 (29) 300 365 430 (1.3) � 550 1/4 (1.6) (1.9) (2.4) 2 (6.4) (51) 635 530 715 530 $00 530 (2.8) (2.4) (3.2) (2.4) (3.6) (2.4) • 845 3 V6) 755(3.4) • 795 840 (3.8) (3.5) f3.7) 1-5/8 (41) 730 1135 910 12751095 1420 1090 (3.2) (5.0) (4.0) (5..7) (4.9) (6.3) (4.8) X3/8 2-1/2 (64) 1260 1555 _ 1850 2060 (9.5) (5.6) 14603 (6.9) 14603 (82) 14603 (9.2) 3-1/2 (89) 1580 (6:5)' 1770 (6.5) 1965 (6.5) :2150 2-1/4 (57) 1235 1865 1430 '1620 2735' 1975. (6.4) 1/2 3-1/2 1�J:i0 (8.3) 2185 (10.2). (7.2) (12'.2) .'(8.8) (12.7) (89) 2440 73240 "6) 3020s (9-�: 30208 (10.9) 30205 X14.4)___ 4-3/4 (121) 2135 (13.4)2355 (13.4) 2575 (13.4) 3620 (9•r (16.1) 2-3/4 (70) 1920 2750 ' 2065 3410 2210 40708 2830 (8.6 (122) 5/8 4 (102) 2660 (_ (15.2) (9.8) (18.1) P (12.6) 3020 3385 4770 (15.9) (11.8) 48858 (13.4) 48858(15.) 48858 5-1/2 (140) 3285 (21.7) 3695 5325 (21.7) 4100 (21.7) 5325 (14.6) .(16.4) (182) 2120 4090 (23.7) 3-1/4 (83) F 2425 4900 2730 57106 3785 3/4 (9.4) (182) (10.8) (21.8) (12.1) (25.4) (16.8) (20.2) {19.1) 4-3/4 (121) 3240 4260 5285 6155 (14:4) 5340 , (18:9) 5340. (23.5) 7325 6-1/2_ (165) ism (23.8) 5860 (23.8) 7185 (32.6) 7005 (27.4) (26:1). (32) (31.2) 4-1/2 (114) 33307070 4050 7600 4670 8140 5070 (14.8) : (31.4) (33.8) (220.8 1 s (152) 4930 (1s� ' -7070 (35.2) (?2.$) (25.4) 8400 (21.9) 9200 (26:7) 9200 (31.4) 9200 (37.4) 9 (229) 6670 (40.9) 7670 (40.9) 8670 (40:9) 10670 {29.7) (34.1) (38.6) (47.5) 1 Intertnedlate load values for other concrete strengths and embedtnents can be caiculatedby linear interpolation. SHenRTHROUGHTHeBOLT BODY `sH1 nRTHRou�r 2 Unless otherwise noted, values shown are valid for the shear plane acting ' through either the anchor body or the anchor threads. 3 Values shown are for a shear plane through the anchor body. When -r V the shear plane is acting through the threads, reduce the shear value by 10%. 4 Values shown are for a shear plane through the ahchor body. When the shear plane Is acting through the threads, reduce the shear value by 12%. 5 Values shown are for a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear valu" 20%. 6 Values shown aretor a shear plane through the anchor body. When the shear plane is acting through the threads, reduce the shear value by 7%. 7 Values shown are for a shear plane through the anchor body. When the shear plane is adtin2U'thmugh•the threads, reduce the shear value by 25%. 8 Values shown are for a shear plane throughthe anchor body. When the shear plane is acting through the threads, reduce the shear value by 15%: 1 41.4 Sha ib f 530 (2.4) 1460a (6.5) 3020e (13.4) ,8855 (21.7) 57106 (25.4) 336 Hilti, Inc. (US) 1-800 879 8000 I www.us.hilti.com i en espar3ol 1-800-879-5000 I. Hitd (Canada) Corp. 1-800-3&"458 445g I . vyww hpB ca 1 Product Tarhniral rr oma 4.3.5 Kwik .Bolt 3 Expansion Anchor Influence of Edge Distance and Anchor Spacing on Anchor Performance Load Adjustment Factors for 1/41n. Diameter Anchors Ad)iebnerd Factor 1/41n. owe shear Spacing EdgeD Spaft 1 n 1 away TFTendon, shear 6owartt to from fw fas fay edge .edge edge fry, fe72 favi Emtmdm. Depth, hi. 1-i/8 r2 1-1/8 x2 1-1/8 -2 h,r,;,, 1-5/8 1-1/8 1-11/16 0.60 0.80 0.75 0.93 0.90 0.94 0.50. 0.60 0.83 hft 2-1/4 1-3/4 0.78 0.95 0.94 0.52 0.61 0.84 2 ' 0.85 0.60 1.00 0.80 0.96 0.90 0.59 0.67 0.86 2-1/4 0.92 0.-64 • 0.83 0.98 Q91 0.67 0.73 0.89 2-1/2 0.99 0.68 0.87 1.00 0.92 10.74 0.79 0.91 3. 1.00 0.7610.99-0.94 0.89 0.91 0.96 An 3-3/8 0.82 10.98 0.96 11.00 1.00 _T _00 3-1/2 0.84 1.00 0:96 4 0.92 0.98 4-1/2 1.00 1.00 4-3/4 5 Load Adjustment Factors for 3/8 in. Diameter Anchors eM Faft MhL S� Tendon fa„ Edge Distance Tendon, AN Edge Oistarme shear Spadng 1 1 n 1 away Shear W=d to from fav edge edge edge fm 1e4 .. 140 6n d Depth, Ihn. In. 1-5/a .r2 -1!Z 1,-Sf8 r2-1/2 1-5/8 a 2-1/2 a 1-5/8 x 1-5/8 x 1 SJ8 1-5/8 2 2-1/4 2-1/2 0.60 0.80 0.67 0.86 0.72 0.90 0.77 0.60 0.94 0.80 0.90 0.92 0.93 0.94 0.90 0.51 0.61 0.83 3 0.87 0.66 1.00 0.85 0.97 0.92 0.62 10.69 1 0.87 A 3-1/4 0.92 0.70 0.88 -6 0.98 0.92 0.67 0.73 0.89 3-1/2 0.97 7-3 0.91 0.99. 0.93 0.72 0.77 0.90. 3-3/4 1.00 .0:76 0.93 1.00 0.94 0.77 0.82 0.92 4 0.79 0.96 -6. 9-5 0.82 0.86 0.94 4-1/2 0.86 1.001 10.96 0.92 0.94 0.97 5 0.92 0.98 1.00 1.00 Too 5-5/8 1.D0 1.00 5-3/4 Load Adjustment Fa rs for 1/2 in. Diameter Anchors Adjustrn�t 1!2 in Sparing Tem fm Edge DIstam jension, 14N i sparing Shear fay Edge Distance shear 1 n J.L awa to . froin edge edge edge few fM2 fMM Enbedmeld Depth, Ift. 2-1/4 14111 2-1/ x3-1/2 .2-1/4 -3-1/2 .2-1/41.2-1/41.2-1/4 2-1/4 ' 0.60 0. 2-1/2. 0.54 0. 3 0 7T 0:89. - 3-3/if-. 0.76 1193 0.90. 0.91 0.93 ' 0.94 .50 '0.60 0.83 3-3/4 0.81 0.62.0.98 0.82 0.95 0.91 0.56 0.64 10.85. 4-1/4. 0.88 U. 7. 1.00 0.8 0.97 0.92 10.63 0.70 1 0.87 4-3/4 0.960.71. 0:90 0.99 0.93 0.70 0.76 .0.90 5 T.00 0. 4 0.91 1.00 0.93 10.74 0.79 0.91 5-3/4 0.81 10.97 0.9510. 0.88 0.95 6 0.83 1.00 rt 0.96 0.89 0.91 '0.96 6-1/2 0.87 0.97 0.96. 0.9 0.99• 7-1/4 0.94 0.99 11.00 1.00. 1.00 7-3/4 1.00 1.00 Standard Anchor Embedments (in.) 1/4. hnim 1-1/8 hf011, 2 hip 3 3/8 h,r,;,, 1-5/8 h„M 2-1/2 hdeep 3-1/2 t 1/2 ' hft 2-1/4 hm , 3-1/2 hip 4-3/4 Note: Tables apply for listed embedment depths. Reduction factors for other.embedment depths must be calculated using equations below. Spacing -Tension hmbic haatshewa had x h. lAN=sf • +0.88 lAN=s/ pm+0.88 3.13. 3.13 Edge 6istance - Tension hmb- hacrshmm hg i hnM fes'=dhed+-2 f01 =dhaaa+2 3.75 3.75 Spacing.- Shear hmafs hectshmm hgdx hews 1py _ s/had+ 10.25 1pv _ a!h„a,m + 10.25 12.5 12.5 Edge Distance - Shear *ad ahmM perpendtarlartowam edge f = c 3haf, parallel to edge fare dh„�a+ 0.75 . 3.75 perpendicular away from edge f _ dh,� +•5.62 nva 8.82 Note: Edge distance and anchor spacing for all light- weight ightweight and sand -lightweight concrete are obtained by dividing the'normal-weight dimensions by 0.75 and 0.85, respectively. 346 . HBtI.Jnc. (US)1-890-879-8400 i www.us.hHti.com, I en espanol 1-800-879-5000 t Mllti (Canada) Corp. 1-800-363-4458 l w.ww.hatl.ca i Product 1W Influence of Edge Di ' Kwik B01t 3 9 stance and Anchar Spacin on p+alrlsiOn A11Cf1Oir Load Adjustment Fartnr �_ 9 Anchor Pertormance S'tagderd Anchor Embedmerns on.) h� 2-3/4 t Embedment depth shown reflects embedmecd for carbon SW anchor, deep embedment depgl for stainless stee► anchor is 8 Inch. Note: Tables apply for listed embedment delift- Reductlan tactors for' Other embedmeid depths must be .calculated using equations. below. Spacing —Tension. limb's hunt_ — h� x h" f =s' + 0.88 an 3.13 /� = db,�,_ + O,gg 3.13 Edge Distance -Tension hmy a hr-hmm had x h, 41= dh�+ 2 2 3.75 3.75 Spacing Shear h hnam b� a h„,m fay d121 s/h + 10 f�_� , 12.5 Edge Distance — Shear hga a hm%. PerPendlculartdw�rq �9e c 3hn*, Parallel to edge — tM,=0,75 3.75 PerPendipdar away from Oge f,, = dhmy + 5.82 8.82 Note: Edge distance and anchor spacing for all light- weight and sand -lightweight concrete are obtained.by dMding the normal -weight dimensions by 0.75 and 0.85, respectively. .5 y SolVer Structural Partnership, Inc. consulting Structural Engineers Design • Inspections • Investigation • Reports P, n Project: Sheet No.: Date Rey: �� Sedan �+5� Qaahuy mt �, u,� ,C o�enxid3 V I 0 .® P, W4 �+b 0 in 2/2- 4 2- 6,71F P _ ►�� F+ 1 '02, to.P • 7500 N.W. 25 St • Suite 205. Miami, Florida 33122 • Phone• (305) 592-9396 • Fax: (305) 599-9347. • e -Mail: info@solverstructural.com 0 0 SoWer Structural Partnership, Inc. Consulting Structural Engin eers Design a, Inspections * Investigation Reports Partii-e p, In,. (2Nj C4 n� ect: Sheet No.: Date Rey; � /1 ,dt uw al�� (�AL 04 fAZ G,6 3 (b ia ® GAUL 4 to- . 7 K z ��IV 7600 N.W. 25 St & Suite 205 • Miami, Florida 33122 • Phone.• (306) 692-9366 • Fax: (306) 599-9347 • IM• e -Mall: info@solverstructural.com • ' -41 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems MECAWind Version 2.1.0.7 per ASCE 7-10 Developed by MBCA Enterprises, Inc. Copyright 2023 www.mecaente rises.com ' Date : 5/13/2013 Project No. Company Name : SOLVER Designed By : ASG Address : 7500 NW 24 ST Description : REMODELING City : MIAMI Customer Name : MR & MRS MIRAMONTE State : FL Proj Location : 674 G CONC. MIAMI SHORES. FL File Location: X:\PROJECTS\2012 PROJECTS\Arquetipo\Miramonte Residence\STRUCT CALC\windows and door and walls.wnd Directional Procedure All.Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 180.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha - 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.27 : 12 Slope of Roof(Theta) = 10.71 Deg Ht: Mean Roof Ht = 21.58 ft Type of Roof = Gabled RHt: Ridge Ht = 23.66 ft Eht: Eave Height = 19.50 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area = 3135.00 ft^ 2 Bldg Length Along Ridge = 70.00 ft Bldg Width Across Ridge= 40.00 ft Gust Factor Category I Rigid Structures - Simplified Method _ Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft ` lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ftp Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 - 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not Flexible Structure use the Lessor of Gust1 or Gust2 - 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems N IE, k ,1 D +GCpi(psf) B Windward - Min Cp ------- -0.90 Kh: 2.01*(Ht/Zg)^(2/Alpha) ---------- -25.97 = 1.05 Kht: Topographic Factor (Figure 6-4) -14.78 _ 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd -0.51 = 44.39 psf Cpww: Windward Wall Cp(Ref Fig 6-6) Overhang Top (Windward) = 0.80 Roof Area -33.96 = 3135.00 ft^2 Reduction Factor based on Roof Area -19.24 = 0.80 MWFRS-Wall Pressures for Wind Normal to 70 ft wall (Normal to Ridge) Wall CP Pressure Pressure Normal +GCpi (psf) --------------- ------ -GCPi. (psf). - ----------- Leeward Wall -0.50 -26.86 ----------- -10.88 Side Walls -0.70 -34.40 -18.42 Wall zlev Kz Kzt qz Press Press Total ft psf +GCPi ---------------- ------ ----- -GCpi +/-GCpi ---=- ------- ------- Windward 23.66 1.06 1.00 44.86 22.51 ------- --------- 38.49 49.37 Windward 18.00 1.03 1.00 43.55 21.62 37.60 48.48 Windward 12.00 0.99 1.00 41.98 20.56 36.54 47.41 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location ----------------------- CP +GCpi(psf) -GCpi(psf) Windward - Min Cp ------- -0.90 ---------- -41.95 ---------- -25.97 Windward - Max CP -0.18 -14.78 1.20 Leeward Perp to Ridge -0.51 -27.24 -11.25 Overhang Top (Windward) -0.90 -33.96 -33.96 Overhang Top (Leeward) -0.51 -19.24 -19.24 Overhang (Windward only) 0.80 29.86 29.86 NWFRS Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCPi (psf) Roof - Dist from Windward Edge --------------------------------- 0.0 ft to 10.8 ft 10.8 ft to 21.6 ft 21.6 ft to 43.2 ft 43.2 ft to 70.0 ft CP Pressure Pregame +GCpi(Per) -GCpi(Psf) ----- ---------- ---------- -0.90 -41.95 -25.97 -0.90 -41.95 -25.97 -0.50 -26.86 -10.88 -0.30 -19.31 -3.33 Leeward Wall -0.35 ----------- -21.20 ___--_-____ -5.22 Side Walls -0.70 -34.40 -18.42 Wall Elev KZ Rat qz Press Press Total ---------------- ft ------ ----- psf +GCPi -=Pi +/-GCPi Windward 23.66 1.06 ----- 1.00 -------------- 44.86 22.51 ------- 38.49 --------- 43.71 Windward 18.00 1.03 1.00 43.55 21.62 37.60 42.82 Windward 12.00 0.99 1.00 41.98 20.56 36.54 41.75 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge --------------------------------- 0.0 ft to 10.8 ft 10.8 ft to 21.6 ft 21.6 ft to 43.2 ft 43.2 ft to 70.0 ft CP Pressure Pregame +GCpi(Per) -GCpi(Psf) ----- ---------- ---------- -0.90 -41.95 -25.97 -0.90 -41.95 -25.97 -0.50 -26.86 -10.88 -0.30 -19.31 -3.33 z 6) COA - —I - a Vl e I ri �� .V fro ect: Sheet No.: Date Rev: .DA V aAN4 mw *V= am - 13 J OWt 3616 16 6lR*0 coin - �fD�G � hDr l�W� t�►'�u-_ �6�a1�s hn�cso�r V 33122 • phone: (305) 592-9396 • Fax: (305) 599-9347 • Olverstructural.com • -h �OLAA L *. d E. w TABLE 3.4.3.3.16: Reinforced Cantilever Partially Grouted Shear Wall Properties for Load Combinations'lnciuding Wind or Seismic "Concrete Masonry Wall Pr tierties 00 t"M 8 in Vertical Bar Spaclng 72 In = 1.26 In P_ 1.500 D81 Eauivalent Thickness - 3.1 in2/ft L= 1 in,. VunRo PARTIAI,W r.- 1,50o psi ertaa s=72 in VR note: 1. Boldface values assume steel resists entire shear 2. Normal font assumes masonry resists entire shear W N 0 W X O n rD CL n O O O tD N K ly N O v N D Q. Allmable In -Plane Shear Force - Cantilever Wall 4!.Wlally Grouted Wan Len th ft d % of L . Wall Helaht 4.00 - 6.00 8.00 67 9.33 10.67 3 6 33 00 WOO 18.00 20.00 5 0.95 0.90 8J24 4 22 8,224 2 8 4 8 2 8,224 2 2 8,224 2 8,224 13,650 13_6lp .13,660 13,650 13.65 13,650 13.65Q 13,860 13,650 13.figO 13,650 13,650 13,65.0 8,204 97,7917,791 13,650 7.79J 12-932' 12,922 :12,932 12,932, 12,932 12,932 12,932 12,932. 12,932 12,932 1 12,932 JZ932 0.85 7.915 7.358 7 358 7.358 1 --12 7.358 7.358 7.358 7.358 7.3581 7,358 7.358 7.358 7,358 7,358 7,358 12451 12,214 12,214 422141 12,214 12,214 12,214 12.2J4 12,214 12,214 12,214 12,214 12,214 122U 12.2J4 10 130 0.95 0.90 0.9030-855 0.85 21,713 20 436 19158 8 303 16 819 16 8 4 16,448 16.448. 16,448 16,448 16,448 16A48 16,448 16,448 J6.448 32,569 30,664 28,738 28,099 27-461- 27.3Q1 27,301 27,301 21,301 27,301 27,301 27,301 27,101 27,301 0 570 19,360 18,150 1.7 ,339 15,934 15,582 15,582 15,682 15.582 15.582 15,582 15,582 15.582 15,582 27,301- 15,582 29,040, 27,226 26,620 19427 18.285 17142 16.376 d 15.048 14.716 14,716 14,716 14,716 4716 14,716 14.716 14,716 14.7161 14716 29441 1 27,427 25,713 1.9-JA1 24 24,427 24,427 24-427 -2" 24,427 24-427 24427 24A27 4,427 15; 0.9560,770 0.96 0.95 33,847 32,569 31,292 20,866 30.441. ___10.015 29,589 29,163 28.7 819 26,712 25,228 24,672 24 672 24 672 48,854 46,938 46,300 45,661 46,022 ".384 43.74J 4J.829 41,191 40,951 40,951 32,065 30,855 29,645 29 242 28,839 28 435 28,032 27.629722 26 712 25,306 23,900 23,373 23 373 23 373 45,980R44.703 43 426 43 000 42 574 42 149 41 723 41 297 40 871 40446 40 020 39 594 8 317. 35 122 32 89620 6 9 3 4 00 8 2 63 2 3 8 6 94 6 3 T 0 9 8 0 59 9 4 5 6 54 020.90 Al 14n 40737 4n 314 ac) c)3n A -C) 527 'AC1_19A IR -77A 3R 317m 17 914, 17 51n IR MO AA 771 1576 fij.. 7-11 61,106 60,501 69,896 §9.290 68,685 La 6fi,670 66,265 64,460 52.§35 702 8 7 9 6 268 6 842 66 416 5 990 65 5 5 5 139 4 13 2 7 63 86 6 1 307 51,728 11 1R410.95 60 030 0 0 3 30 40 50 0.90 0.95134-74A 0.90 0.95j7RA74 0.90 _ 0.95 66,551 65.341 64.131 63.727 1 63.324 62.921 62.517 62,114 61,711 61,307 60.904 60.501 1 59,290 58.080 99,826 98,011 96,196 96,691 94,986 94,381 93,776 93JTJ 92,566 91,961 91,366 92,761 88,936, 87,121 94 515 93,238 91,961 91,535 91,109 90,684 90,268 89.832 89.406, 89,981 88,555 88,129 ( 86 852 85.575 _56,870 84,297 124 1QQ 133471 1132-812 430-27R 129JR2 89,541 88,331 87.121 86,717 86,314 85,911 85,507 85,104 84.70 1 84.297 83.894 83,491 82,281 81,071 126-446 79,861 134,311 132,496 130,681 130.07Q 129,471 128,866 128,261- 127.6§6 - 12&841 126,23§ 123,421 121.61Y6 118,783 117.505 116.228 115.8021 115,377 114,9511. 14 525 114.0901 1-13674- 113,248 112.822 112.396 111,119 109,842 119,791 108,665 176,258 '174-3421 473.71D4 - - LM JA 170,511 J89.872 169.233 Afill.ML-A66,679 164.763 112,531 111,321 110111 109 708 109,304 108,901 108,408 108,094 .107.691 107,288 106,884 106,481 105.271 104,061 62,847, 102.851 168798 169 RRI MARC 163-956 162-351 _ A:L 1111,539 160-931 160,32R 459121 It -97-90R I GR n91 179 45.1 178,174 176,897 176 471 176 045 175 620LIZ= 175,194 174 768 174 342 173,917 173,491 173 065 171 788 170 511 154219 169,233 269177 267 261 265 345 264 706 264.068 263.429 262,791 361,513 -260876 260.236 259.698 267.682, 255,766 253,850, 75 0.90 0.95 170,006 168,796 167,586 167.183 1 166.780 166,376 165.973 _262,152 65 570 164,763 164,360 163,956 162,746 161.536 160,326 _166.166, 255,010 -253.196 .251.3110 260,776 250-.170 249.66 248,960 248,365 247.75Q - 247,145 246,640, 245,935 244,120, 242,305, 240,120 238,843 237,565 237140 236,714 236,288 235,862 235,437 235,011 234,585 234,159 233,734 232,456 231,179 249,489 229,902 30.111L -358,264 35§.34 356,709 355A71 354,432 353,793 363,165 352.6 61 U1.878 361.2 2- 35.0,600 348,685 346,769 344,053 100 0.90 227,482 226,2721 225,062 224 659. 224,2551 223,852 223,449 223,045. 222,6421 222,239 221,835 221432 1 220,222 219,012 217,802 341,223 339,4081 337,693 336,988 _336.3831335,778 336,173 334,668 333,9631 333,358 332,753 332,148 1 330t333 328,618 326,703 note: 1. Boldface values assume steel resists entire shear 2. Normal font assumes masonry resists entire shear W N 0 W X O n rD CL n O O O tD N K ly N O v N D Q.