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14090205 CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 7575 SQUIREWOOD WAY CONTRACTOR:7 PERMIT NO: 14090205 574k(t)1L) CCJS/ 0� OWNER'S NAME: LEE PERKINS AND MINGLUEN GRACE YUAN DATE ISSUED:09/30/2014 OWNER'S PHONE: PHONE NO: LICENSED CONTRACTOR'S DECLARATION JOB DESCRIPTION:RESIDENTIAL COMMERCIAL INSTALL(N) 14' X 18' ALUMINIUM PATIO COVER License Class (�I/D4,� Lic.# 477/74.1 / Contractor .�-+ Date `l/ 0`p � I hereby affirm that I am licensed under the provisions of Chapter 9 (commencing with Section 7000)of Division 3 of the Business&Professions Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self-insure for Worker's Compensation,as provided for by Section 3700 of the Labor Code,for the performance of the work for which this permit is issued. Sq.Ft Floor Area: Valuation:$2300 gr I have and will maintain Worker's Compensation Insurance,as provided for by Section 3700 of the Labor Code,for the performance of the work for which this APN Number:36227005 00 Occupancy Type: permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRES IF WORK IS NOT STARTED correct.I agree to comply with all city and county ordinances and state laws relating WITHIN 181 ! • ti PERMIT ISSUANCE OR to building construction,and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We)agree to save 180 I ' ' F' • '• AST CALLED INSPECTION. indemnify and keep harmless the City of Cupertino against liabilities,judgments, costs,and expenses which mayaccrue against said Cityin consequence of the granting of this permit. Additionally,the applicant understands and will comp j j 9/761//7 Date: / ���y with all non-point source regulations per the Cupertino Municipal Code,S ..n 9 18. // RE-ROOFS: ® Signature -=a / Date / /2er/ All roofs shall be inspected prior to any roofing material being installed.If a roof is installed without first obtaining an inspection,I agree to remove all new materials for inspection. ❑ OWNER-BUILDER DECLARATION Signature of Applicant: Date. I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS"A"OR BETTER I,as owner of the property,or my employees with wages as their sole compensation, will do the work,and the structure is not intended or offered for sale(Sec.7044, Business&Professions Code) I,as owner of the property,am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE construct the project(Sec 7044,Business&Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health&Safety Code,Sections 25505,25533,and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code,Chapter 9.12 and the declarations: Health&Safety Code,Section 25532(a)should I store or handle hazardous I have and will maintain a Certificate of Consent to self-insure for Worker's material. Additionally,should I use equipment or devices which emit hazardous Compensation,as provided for by Section 3700 of the Labor Code,for the air contaminants as defined by the Bay Area Air Quality Management District I performance of the work for which this permit is issued. will maintain compliance with the Cupertino Municipal Code,Chapter 9.12 and I have and will maintain Worker's Compensation Insurance,as provided for by the Health&Safety Code,Sections 25505,2 3,and 25534. �yy Section 3700 of the Labor Code,for the performance of the work for which this Owner or authorized agent: Date: '/j o permit is issued. I certify that in the performance of the work for which this permit is issued,I shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If,after making this certificate of exemption,I CONSTRUCTION LENDING AGENCY become subject to the Worker's Compensation provisions of the Labor Code,I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. work's for which this permit is issued(Sec.3097,Civ C) Lender's Name APPLICANT CERTIFICATION Lender's Address I certify that I have read this application and state that the above information is correct.I agree to comply with all city and county ordinances and state laws relating to building construction,and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes.(We)agree to save ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities,judgments, costs,and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit.Additionally,the applicant understands and will comply with all non-point source regulations per the Cupertino Municipal Code,Section Licensed Professional 918. Signature Date t ` '/,/ CONSTRUCTION PERMIT APPLICATION ' COMMUNITY DEVELOPMENT DEPARTMENT•BUILDING DIVISION Itiel /V,,1,9s\ 10300 TORRE AVENUE•CUPERTINO,CA 95014-3255 Ao CUPERTINO (408)777-3228•FAX(408)777-3333•building a(�cupertino.orq \ ❑NEW CONSTRUCTION El ADDITION ❑ALTERATION/TI ❑ REVISION/DEFERRED ORIGINAL PERMIT# PROJECT ADDRESS - APN# 7575 Sq a iaa✓(iuioi cj Y 342- -Z7-CO OWNER NAME L�-G. ���Kl�s PHONE 47,A�A80'_8fz f 0 E-MAIL STREET ADDRESS CITY,STATE,tZIP FAX CONTACT NAME„--__- /� PHONEyd M's9 J �1 E-MAtL7 6 _ u) a)y /o .cO es- ri STREET ADDRES � /1,7740,46.13c7 CinNI ZIP A` CA' � FA7{ie -3�/O ❑OWNER 0 OWNER-BUILDER 0 OWNER AGENT 0 CONTRACTOR 'CONTRA�ACTORAGENT 0 ARCHITECT 0 ENGINEER 0 DEVELOPER 0 TENANT CONTRACTOR NAME�gifi VgliiiIrlIr LICENSE NUMBED,7,? G TYPE97 BUS.LIC# /�/ �� COMPANYNAME SAS/6_QA/ �1� /. cd-2. E-MAIL FAX �'9.1? -3fO3 STREET ADDRESS^FFV CITY,STATE -` -,e A4 ^ w 9 VSV PHONE i5 `�' (.LJfiLH (:/f J` V ikky-5'9/'vim fp? ARCHITECT/ENGINEER NAME LICENSE NUMBER BUS.LIC E COMPANY NAME E-MAIL FAX STREET ADDRESS CITY,STATE,ZIP PHONE DESCRIPTION OF WORK ��g— // _ yLs / / // x i' I`,� ,4L, #1-t! u /^'\ PA-773 ( W6,2 EXISTING USE PROPOSED USE CONSTIL TYPE it STORIES USE TYPE OCC. SQ.FT. VALUATION($) EXISTG NEW FLOOR DEMO TOTAL AREA AREA . AREA NET AREA BATHROOM KITCHEN OTHER REMODEL AREA REMODEL AREA REMODEL AREA PORCH AREA DECK AREA TOTAL DECK/PORCH AREA GARAGE AREA: 0 DETACH 0 ATTACH #DWELLING UNITS: IS A SECOND UNIT ❑YES SECOND STORY LIYES BEING ADDED? ❑NO ADDITION? ❑NO PRE-APPLICATION ❑YES IF YES,PROVIDE COPY OF IS THE BLDG AN 0 411,;0001117'8I.313W:134BY' -----,---°' TOTAL VALUATION: PLANNING APPLE 0 NO PLANNING APPROVAL LETTER EICHLER HOME? 0 NO f ,„ r By my signature below,I certify to each of the following: I am the property owner or auth ed agent to act s 0 - owner's behalf. I have read this application and the information I have provided is corre . I have read the Description of Work and verify i : .. urate. I agree to comply with all applicable local ordinances and state laws relating to building construct/�n. I authorize :. - -ntativ:'of Cupertino to enter the above-iden- d property for inspection purposes. Signature of Applicant/Agent: - lr'59" ,- Date: SUPPLEMENTAL INFORMATION REQUIRED r`' s„I'4CfiEGK TXPi ,-ii. ROUTING SLIP New SFD or Multifamily dwellings: Apply for demolition permit for ,O It Tt -:::: : 0 BUILDING PLAN REVIEW t' ;< existing building(s). Demolition permit is required prior to issuance of building . permit for new building. ❑''-EXPRESS 0 PLANNING PLAN REVIEW Commercial Bldgs: Provide a completed Hazardous Materials Disclosure iii❑ STANrDARD 0 PUBLIC WORKS form if any Hazardous Materials are being used as part of this project. '" ❑�r. '4 t ❑ DEPT , . Copy of Planning Approval Letter or Meeting with Planning prior to " ❑ bTA4tat 0 SAI!tTARYSEWER DISTRICT submittal of Building Permit application. ,... . .;,z- 0 ENVIRONMENTAL HEALTH , BldgApp 2011.doc revised 06/21/11 CITY OF CUPERTINO Airr FEE ESTIMATOR- BUILDING DIVISION ADDRESS: 7575 SQUIREWOOD WAY DATE: 09/30/2014 REVIEWED BY: MELISSA `13 APN: 362 27 005 BP#: *VALUATION: $2,300 *PERMIT TYPE: Building Permit PLAN CHECK TYPE: Alteration / Repair PRIMARY SFD or Duplex PENTAMATION USE: p PERMIT TYPE: 1 R3SFDADD WORK INSTALL (N) 14' X 18' ALUMINIUM PATIO COVER SCOPE 1 tor 9c ch. Pian t Gee n I Plumb. Plan{'heel; I Line. 1>/an(t-tec1 P,,Pttil fee: Plrumb. Permit bee: 0'7x0 :11c>h, IMOF.' Other Plumb Imp Oren F c lap>. [lee'>. lrapi cc. Plamrb, fup. Pee IA, NOTE: This estimate does not include fees due to other Departments(Le.Planning,Public Works,Fire,Sanitary Sewer District,School District,etc.). These fees are based on the preliminary information available and are only an estimate. Contact the Dept for addn'I info. FEE ITEMS (Fee Resolution 11-053 Eff. 7/1/13) FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 252 s.f. Patio Cover/Sun Room Suppl. PC Fee: 0 Reg. ® OT 0.0 hrs $0.00 $716.00 1PATIOMETA Metal PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp. Fee:0 Reg. 0 OT 0.0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 1,(11(111 Work Without Permit? 0 Yes 0 No $0.00 Advanced Planning Fee: $0.00 Select a Non-Residential Building or Structure 0 t-,t1'P! tllYfr'olutiorl1''ees A Strong Motion Fee: 1BSEISMICR $0.50 Select an Administrative Item Bldg Stds Commission Fee: 1BCBSC $1.00 0 $1.50 $716.00 TOTAL FEE $717.50 Revised: 08/20/2014 PLOT PLANS COMMUNITY DEVELOPMENT DEPARTMENT CHECKED BY BUiLDING DIVISION-CUPERTINO 09 DAT E7 I/ - APPROVED <'^t of pians and specifications MUST be kept at the lc, i;,2 construction. It is unlawful to make any PLANNING DEPT. cr: os or alterations on same,or to deviate withnitt nnnrnwa al frnm thrAffint4 ATF' Th l-fr'mping of this plan and specificatkns SHALL NOT bo !d to errnit o• the viol,ticipiL BLDG. DEPT. of an • •• ons_ or State Law. 7' By DATE 7 /'f 26' PERMIT NO. /Ye & • 30' Single Family Home CUPERTINO P/L Budding Department 5,994 SF LOT 1630 sf 3 2614 REVIEVVECTFOR CODE COMPUANCE Reviewed By propos-• patio cove 14'x 18', 9' I pin, RE-CEI kTED L617- covci.,44.41E SEP 3 0 .014 riAtt6g- - 27. OFFICE COPY BY Save-On Construction and Products Inc. 4°3-988-4414 7575 Squirewood Way Cupertino,Ca.95014 985 Memorex Dr. Santa Clara, Ca. 95050 LIC.971706 7575 Squirewood Way, Cupertino, CA 95014 - Zillow t�3. t ry� . io ` ,Mqzti • ,(' # 's, ' e a•- ' f7 iA i4 6a r�$ ,, , °" a -r mc -'i (.' V h ?s, fus�s x -s '1t r4t k ; _1 ? y°xz J "se m5ze d - rB .-'om ;a " -- ayt -.."7-j- 1 '''---::‘,-,,,,y*i,iiit*:#-:*'-;:-.,,,----..„,„ - i 7,,,N,...,7---",''-';.,--,-t':' -. _.,.,,,,,,, , ,.,.,.. x-v'h'�z .Y /,....Prit.,,r''': ? b _ 3, y�,. 641; y "x e„r �''-a' 1 r'--r "ti" rai „,,=,;:,..,:":fe7 :27.i,,A 5,--2-',,„,,_-„,„-,:::„.-.:,;.-i,,,,,,t3,,,i-p:.--, -_,,:,---. t 0081 S - 4.'” 1'� 3� r .„� a c' s` ,,<t,... <_ �a-''''';--7'''''4 , ,4 Report a problem q z GENERAL NOTES: 1, DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATIONS a,GENERAL NOTES(2 PAGES) SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. b.STRUCTURAL CONFIGURATIONS(1 OR 2 PAGES) c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES FOR SOLID COVER 3, DESIGN LOADINGS:Ct=1.2,1=1.0,Ce=1.0(ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT STRUCTURES)OR BOTH(FOR COMBINATION STRUCTURES) AMONG CONIFERS) d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD GROUND SNOW LOAD DESIGN LOAD e.ALL APPROPRIATE DETAILS 10 PSF 10 PSF LIVE LOAD ONLY f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 5. CONCRETE MIX: Fc=2500,3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD CONDITIONS AS SHOWN IN FIGURE 1904.2 OF THE 2012 IBC, PATIO STRUCTURES MAY BE ATTACHED TO 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750#OR LESS AND THE FROST DEPTH IS 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6"OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. FOR 025/12<SLOPE<1/12 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2.ALLOWABLE FOUNDATION WIND SPEEDS IN THE 2012 IBC ARE"ULTIMATE DESIGN WIND SPEED". ALL STRUCTURES DESCRIBED IN THIS PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FTAND IS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM"ULTIMATE DESIGN WIND SPEEDS"FOR DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD,ORGANIC SILTS, RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION.THE STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR AU.WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/IJVE LOAD AREA OF 25 PSF HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS PER OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/0 ADDITIONAL ENGINEERING. MINIMUM FOOTING ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. DEPTH IS THE LOCAL FROST DEPTH. NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR SUBURBAN AREAS,WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OBSTRUCTIONS VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND DIRECTION FOR A APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. DISTANCE OF AT LEAST 1500 FT. 8. AT LEAST ONE HORIZONTAL DIMISIONw(PIXOJEaCTION TION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. vi EXPOSURE C:SHALL APPLY WHEN EXPOSURE B ANDD(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE AND OTHER)DO NOT. 9. ALL STEEL SHALL BE GA .M 3 G90,A126G45 OR A153 B-3,PAINTED ASTM' •5 OR U AN APPROVED COATING CQ t/'11. ' IBECTION 2 UpICC Ifp(SEISMIC LOADING I y�•,z �N�MAXIMUM Ss=150%SHOWN IN 2012 IBC FIGURE 1613.3.1(1) 10.ALTERNATE ALUMINUM. Y UAHIGHESV I N II W 3004H • USs>150%ARE NOT REQUIRED AS PER ASCE7-1012.8.1.3 MAY BE SUBSTITUTED FOR ..«„y3 > Tu 1c11 i S1 NOT APPLICABLE TO THESE STRUCTURES � OFSITE CLASS=D s y f.�a;.PUBASIC SEISMIC FORCE RESISTING SYSTEM I l '.POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME>>R=1.25 GB. 39POSTS SURFACEMOUNTERALFORGENERICSYSTEM EDURE 1.25 REVIWD CR CODE C:OMPL, �P,�CE 23ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE I >1,8.30. 5THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A "� / •4 CONCENTRATED 300 LBF LOAD. � +^' /J/ z C)VA �� `� :,OFty 1.1. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED 7/...6-iESSI0 ." ?•D.\ IN IBC SECTION 1605.3.1.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING �' WIND OR SEISMIC FORCES. '' I ! A4tyl iI menma s 28921 US Hwy? :IF i v * 231 RomoIand,CA S ` rN EXTERIOR HOME PRODUCTS O ;I Ci1141 \Q DPAN'N BY. CALtf CMP NONE BR/4r °RR' TGENERAL NOTES ICC ESR1398(2012 IBC)9/29/2013 Page 2 of 66 ENOL NE 0 S STAMP SAIF: oR �Rr 2 2013 NAME SHE4t• NUMBER GN01-2012 1 OF GENERAL NOTES: 20. All structures must comply with one of the following: (CONTINUED FROM SHEET NO.1) a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category(SDC)A-D up to the maximum Ss noted in General Note#3. 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED,MECHANICALLY Exception#1 do not require additional seismic analysis. GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE c. Structures not complying with(a)or(b)require additional engineering seismic analysis. ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD 818.6.1 AHD AND AF&PA NDS-05 11.1.4. ALL LAG SCREWS MUST COMPLY 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS WITH ANSI/ASME 818.2.1 AND AF&PA NDS-05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ REPORT. DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1,TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1"FOR BOLTED CONNECTIONS. SCREWS AND BOLTS 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 12.EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2(WALLS)AND/OR 1503(ROOFS),WHICHEVER IS MORE APPROPRIATE. 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH SPLICES)FULL STRENGTH SPLICES 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER(PROJECTION OR WIDTH)SHALL BE (DETAILS U,AND X)MAY BE LOCATED ANYWHERE. LESS THAN 30' 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730,2196 OR GENERAL NOTES FOR LATTICE STRUCTURES: ATTICE STRUCTURES ON DRAWINGS EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO #8 4",#10=i",#12=.0"AND#14=I"OR (PERTAINS PSEE RTAINS TO LL NOTE#3 FOR LIVE AND SNOW OAD5CO2-2012 AND LTO1-2012 THRU LT03-2012.) STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE#111. 15, STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING 2. NOTE INTENTIONALLY LEFT BLANK. ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY 16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION WITH TABLE LI AND L2 ON SHEET M5. e e #2 IN IBC SECTION 1505.2. I ..,r L UPERTINO i�( e� -, Building Department 17.STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. f i z J;�} STAINLESS,ALUMINIZED OR GALVANIZED STEEL)OR ABS18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT IORBENT BTH UILD NG MATERIALS,LIKELY R METALS(OTHER THAN ``y , ..0°-9 3 0 201 eri_1.<3767/0A... TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A kEVIEWED FOR CODE COMPLANCI 0.66.83101* SECTION 6.7. EX 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM Reviewed By ,_...)e4"1 �lT C01- DEAD LOAD+LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOTctn.0 �� EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE MAXIMUM CONNECTION 0 :,,,aiLl UPL . .•• c -.- IND SPEED.CONNECTIONS ARE FOR MAXIMUM 00E00 . D:M 05 20 PATIO-OOF HEIGHTS OF 12 FT FROM GRADE. E EXISTING DECK STRUCTURE MUST BE Oe pU \� ADEQUATE TO SUSTAIN . -.. .• . OADS.THE STRUCTURAL ADEQUACY OF THE DECK 46.CPb' '�'. TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13,N12 OR AL. CONSTRUCTION OUTSIDE $ ' r� tr.. 28921 US Hvry - OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. * . .0.0151s Romoland,CA / N I EXTERIOR HOME PRODUCTS • cio, ` ,P DRAWN 6Y: L .'ePCALiFO'S CMP N OR PART GENERAL NOTES ICC ESR1398(2012 IBC)9/29/2013 Page 3 of 66 OCT 02 2013 NONE NAME DATE SHEET Nur� ENGINEERS STAMP grw GN02-2012 2 OF Npit{ dARIES OJECTION VARIES. SEE SCHEDULES. PR. . EDIE,SEE SCHEDULE FOR POSTS.ALL POSTS TO HE J LE 1 R 81.01c )ppp PROJecnoN LENGTH N t00R OF PROJECT (7--- ML�NGiu�FOR MIN. LEP JOINT p05PA%•MIN. SLOPE 0.25"/FT. END ASCIA MIN. FASCIA1„c� )1�� ENO INSTALLED VERTICALLY.MAY H4VE MORE MAN 2 POSTS(PER IMERM£DlA', u SEE SCHED FPSTENERS �--yy �_--_-- --.�_-�'����� -r_- �►F CW NO OF p1O SM_. G- - =1 MULITSPAN FREESTANDINQ 45 ATTACHMENT TO MIN �... , z"__-_I"'-'N.N `EV-R 1A. F I', _ FASCIA COVER PANEL V/coNCRETENSLAAY HEADE(�' I MAXVOVERMAN OVER PANEL SIRUCNRE NQS,,' ,r_pq BE USED WHERE (I !!�aA INSTALL f� HEADER OLUMN IP PERMITTED ! Q I ACP G 41" I��-_ .• -"lE'"D[ 7: VERTICAL ' l" PROVIDE 1 1/ . / • /MIN 3.5' CONCRETE SLAB GRAIN 40 I *- ' ,II \ . _ ROVIDE 1 1 2' DRAIN MIN 3.6' CONCRETE SLAB REQ'B ` REIN)W/ CONSTRAINED " -_ .II �.„ • 41I' • ' f' Yd"T FOOTINGS d _ W/ CONSTRAINED FOOTINGS d --1'./ 4.- FOOTING SIZE FOR .: 'd I��� .� 41,1 (' ' I 'a"I L SSE = HEDULE FOR 'tU�s� I�_ �0 II li f '•TING SIZE. mu SPAN ATTACHED STRUCTURE ���� Ma SPAN arraEMFo c ANIn cv aFD rn:MRreF r � '. �""uAX o'HAN( � �..�_/ I POST SPACII SEE SCHEDULES BFP' ti � 1-1.1 S SCHEDULE f01 VARIES It 4 ! POST SPACING LENGTH •y 'A Itq,\�I�' FASCIA ..CANT,i, , "' �' F,. MIN 3,5'CONCRETE SLAB R SPA(,1 •; 3/8'9 X 9'REB4R W/ CONSTRAINED FOOTINGS _�-�� _. -• SPA ND SEE SCHEDULE FOR SIZE d -�... ____.„....7„..__.-----____,. ...-...____ -___ .---- - _�'SCIN DETAIL AD OR N29 ONLY - SINGLE SPAN FREES(ANDING STRUCTURE • ��{T PANEL MAY EA OVER PNU_ OVERHANG 25% H "B" ( 1/2"o STEEL 1 0 0T VARIES OF CLEARSPAN Ii 06 COL BAR (RE-BAR = RAIL1., MAXIMUM SPACING _ I[ '.I % FOR POST SIZE SEE i' '� �!' POST S'CHEOULES1 . . W .4�e , PROVIDE 1 1 2 I SEE SCHEDULE FOR SIZE �'��j -� DETAIL AG OR N29 ONLY jI►'�; _RT DRAIN �/ -Ii "�;,"' FAScu T COVER L3�� �/;�e" Ar„ 3S' CONCRETE SLAB REO'B'" .{� HEADER.: PANEL i�j ♦ }y'"' W/CONSTRAINED FOOTINGS ,1d�I d , i I ng Deo 1 en6= •�' P 'PJri(l�- h I li \ 'G _'jy UUI USPAN ATTACHED C NDID/FREI)STRUCTURE I C pE , � - • C 68 9 MIN 3.5'CONCRETE SLAB REO'D "d"�L�.�7 -���� E)(q 6.30- PATIO COVERS ARE LIMITED TO 12' ,� >• WI CONSTRAINED FOOTINGS jL-SEE SCHEDULE FOR SIZE HEIGHT. CARPORTS AND COMMERCIAL a,,.0 au,, r s Y STRUCTURES ARE LIMITED TO 15' " :_, HEIGHT. .OP'CAI IF�� t���wrertzN°FAsOA I..;. di ., . "r /9/4749 D CO L " all' 10 ". a - yam "PU �>r;..'. vII' COLIM lil ,_I; c SPS POST ' Ct .. Amerimax vCanca Lx SPAC6NO -I ;8101 28921 US Hwy 6RovDEI 1/z /I-4i; ,t 6,. 16' Romoland,CA ORNN - CII, ' L I,'' t EXTERIOR HOME PRODUCTS _' 3//a a FEL BAR Li CAM- ' MIN 3.5'CONCRETE SLAB REO'l 'd d' 'd' (pE-9AR) ,4.4^ I WN dY: W/CONSTRAINED FOOTINGS _-,,.,. r CAUFO¢ CMP �nDmAM ATTACHm SIRIu_'nmc SEE SCHEDULE FOR SIZE SCALE: ORAWING SOLID PANEL STRUCTURAL DETAIL AG OR N29 ONLY NONE OR PART OCT 02 2013 NAME CONFIGURATIONS ICC ESR1398(2012 IBC)9/29/2013 Page 4 of 66 ENGINEERS STAMP bATE: SRAw SHEET ER SCO1-2012 1 0F A SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES pF r� ESS/p� 2.5"x6"Super Six(Single Span)Detail 113,A 3.5'x12"Super 12(Single Span)Detail D 2.5"x 12"Mark X(Single Span)Detail 8 � 2"x6"Flat Panel(Single Span Detail 112,Cr •�QI PUr`• eq„„.?--'PU '' � Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Expos - Ground Panel Wind S._:-- • xposure Ground Panel Wind Speed and Expos'.re\ Ame 71-. ='r'-ri,r Home Co A Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposurel3 Exposure C •• •.. c-.; •."sure B Exposure C Snow Load Gauge Exposure B Exposur"C N 289. 87 (pot) (In) 110 115 110 115 (pst) (in) 110 115 110 115 (psi) (In) 110 115 110 115 (psI) (In) 110 115 110 115 \ton . i C,6,wy 0,-1. 39 . -' 8 3t 10 0.018 12'8" 12'-1" 10'-B" 8'-3" 10 0.018 12'4" 11'-10" 10'-11" 10'-11" 10 0.018 8'-2" T-10" 8'-11" 6'-7" 10 0.018 it'-3" 10'•9" 9'-0" 8" ` 830 'r 8-Y015) LIVE 0.024 15'6" 14'-9" 13'•3" 12'8" LIVE 0.024 14.-0" 13'-5" 12'4" 12'4" LIVE 0.024 12'-2" 17'-9" 10'-10" 10'8" LIVE 0.024 12'•11" 12'-7" 71'-11" 11 11" Carl" ,a'E 0.032 17-0" 16'6" 15'-8" 15'-7" 0.032 16,•5" 15'-9" 14'-6" 14'-6" ": -11" 12'-3" 12-3" 0.032 14'-2" 13'-9" 13'-1" 13' " 3441�5 1 �."i ' \ 0.038 1T-8" 17'-2" 16'-3" 16'-3" 0.036 17'-7" 16'-10" 15'-6" 15'-6" 0.036 13'-10" 135" 12'-9" 12'-9" 0.038 14'•9" 14'-4" 13'-7" 13' Lynchb•..r:•'1,r Rr-• •�" It Cha P 20 0.018 10'-6" 9'-4" 8'-11" 8'-3" 20 0.018 8'-3" 7'-10" 7'-1" 6'-9" 20 0.018 7'-i" -6'-10" 8'-6" 6'-5" 20 0.018 8'-8" 8'-3" 7-10" 7'-8" �e`1 a (434)Ip Sea -, I •Fr CAU LIVE 0.024 12'-9" 12'-4" 12'-0" 11'-8" LIVE 0.024 11'-6" 11'-2" 10'-10" 10'-8" LIVE 0.024 9'•3" 9'-0" 8'-7" 8'-4" LIVE 0.024 11'-3" 10'-10" 10'-7" 9'-4" ariputnam•�7 .� 0.032 14'•11" 14'-8" 14'.4" 14'•1" 0.032 13'-6" 13'-1" 12'-9" 12'-4" 0.032 11'-8" 11'-5" 11'3" 11'-0" 0.032 12'•6" 12'-3" 12'•0" 11'-9" II Oj 013 OCT 02 2013 0.036 15'-6" 15'-3" 14'-11" 14'-8" 0.036 14'-8" 14'-0" 13'•7" 13'•3" 0.036 12'-2" 11'-11" 11'-8" 11'-5" 0.038 12'-11" 12'-8" 12'-5" 12'3° M•"•NUM A'LOWABLE TRIBUTARY WIDTH AND#10 SCREWS 25 0.018 10'-6" 9'-4" 8'•11" 8'-3" 25 0.018 8'-3" 7'-10" 7'-1" 6'•9" 25 '0.018 T-1" 8'-10" 6'-8" 6'-5" 25 0.018 8'-6" 8'-3" T-10" 7'-8" FOR • E EADERCOMBINATIONS Ta 0.024 12'-9" 12-4" 11'"8" 11'-8" 0.024 11'-2" 11'-2" 10'-6" 10'-6" 0.024 9'-3" 9'•0" 8'-7" 8'-4" 0.024 10'-10" 10'-10" 9'-6" 9-4" Panel Sot#10 screws PER FOO to attach anel to h 0.032 14'•11" 14'-8" 14'-1" 14'•1" 0.032 13'•1" 13'-1" 12'-4" 12'-4" 0.032 11'5" 11'•5" 11'-0" 11'-0" 0.032 12'3" 12'-3" 11'•9" 11'-9" Headers1Gauge 1 2 1 3 2 1 31 4 2 133 + 4 0.036 15'-6" 15'-3" 14'-8" 14'-8" 0.036 14'-0" 14'-0" 13'-3" 134" 0.036 11'-11" 11%11" 1 T-5" 11'-5" 0.036 12'4" 12'-8" 12'3" 12'-3° (In) 115 mph Exp B 115 mph Exp C 140 mph Exp C 30 0.018 9'-1" 8'-11" 8'-6" 8'-3" 30 0.018 7-5" T-1" 6'-6" 8'-3" 30 0,018 64" 647" 6'-3" 6'-1" 30 0.018 8'-0" 7'-10" 7'-6" 7'-4" Dille 2x6.625 0.018 3' 6' 9' 4' 7' 9' 3' 4' - 6' 0.024 11'-8" 11'-8" 11'4" 11'"1" 0.024 10'•6" 104" 9'•4" 9'-2" 0.024 8'-9" 8'-7' 8'-2" 8'-0" 0.024 9'-9" 9'-6" 9'-1" 8'-11" RF Fascia 0.018 3' 6' MAX 4' MAX MAX 3' MAX MA) 0.032 14'-1" 14'-1" 13'-7" 13'-7" 0.032 124" 12-4" 11'-9" 11'-9" 0.032 11'-0" 11'-0" 10'-8" 10'-8" 0.032 11'-9" 11'•9" 11'-4" 11'-4" 3x8 0.018 3' 6" 9' 4' 7' 9' 3' 4' 6' 0,038 14'$" 14'4" 14'-2" 14'-2" 0.036 13'3" 13'-3" 12'-7" 12'-7" 0.038 11'-5° 11'5" 11'-1" 11'-1" 0.038 12'-3" 12'-3" 11'-10" 11'-10" All Others 0.018 3' 6' 9' 4' T 9' 3' 4' 6' 40 ., 0.018 8'-4" 8'-2"' 7'-10" 7.9" 40 0.018 6'-3" 8'-0" 5'-6" 5'-4" 40 0.018 6'-1" 6'-0" 5'-9" 5'-8" 40 0.018 7'"4" T-2" 6'-11" 6'-10" Obis 2x6.825 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' 0.024 10'-7' 10'-7" 9'-8" 9'-4" 0.024 9'-2" 8'-11" 8'-7" 8'-5" 0.024 8'-0" 7'-10" 7'-7" 7.5" 0.024 8'-11" 8'-9" 8'5" B'3" RF Fascia 0.024 4' MAX MAX 6' MAX MAX 4' MAX MA) 0.032 13'-0" 13'-0" 12'5" 12'5" 0.032 11'-3" 11'-3" 10'•9" 10'-9" 0.032 9'-11" 9'-8" 94" 9'-2" 0.032 11'-0" 11'-0" 10'-9" 10'-9" 3x8 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8• 0.036 13'•9" 13'-9" 13'-3" 13'-3" 0.036 12'-0" 12'-0" 11'-6" 11'•6" 0,036 10'-7" 10'•7" 9'•7" 9'•5" 0.036 11'-5" 11'-5" 11-2" 11'-2" All Others 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' 60 0.018 7.3" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 5'-4" 0'-0" 0'•0" 0'-0" 60 0.018 6'-4" 0'-0" 0'•0" 0'-0" Oble 256,625 0.032 4' 9' 13' 6' 10' 13' 4' 6' 9' 0.024 8'•9" 0'-0" 0'-0" 0'-0" 0,024 2-5" 0'-0" 0'-0" 0'-0" 0.024 6'•11" 0'-0" 20" 04" 0.024 Tom" 0'-0" 0'-0" 0'-0" RF Fascia 0.032 5' MAX MAX 7' MAX MAX 5' MAX MAX 0.032 10'•10" 10'-10" 10'"10"10-10" 0.032 9'-4" 0'-0" 0'-0" 0'-0" 0.032 8'•7" 0'-0" 0'-0" 0'-0" 0,032 9'-6" 0'•0" 0'-0" 0'-0" 3x8 0.032 6' 11' MAX 8' 12' MAX 5 8' 11' 0.036 11'-6" 11'-6" 11'-8" 11'-6" 0.038 10'-0" 0-0" 0'-0" 0'-0" 0.036 6'-10" 0'-0" 0'-0" 0'-0" 0.036 10'-1" 10'-1" 0'-0" 0'-0" All Others 0.032 6' 11' MAX 8' 12' MAX 5' 8' 11' TABLE 4.1 TABLE 4.2 • TABLE 4.3 TABLE 4.4 Odle 2x6.625 0.036 4' 9' 13' 6' 10' 13' 4' 8 9' 'SINGLE SPAN TABLES t NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX 7' MAX MAX 5' T MAX 2.5"x8'Super Six(Multispan)Detail N3,A 3.5'x12"Su er 12(Mulospan)Detail D 2.5'x 12"Mark X(Multispan)Detail B 25W'Flat Panel(Multispan)Detall N2,C 3x8 0.036 8' 12' MAX 8' 13' MAX 6' 8' 11' Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure 0. . Ettaoeure C (psi) (In) 110 115 110 115 (psi) (In) 110 115 110 115 (psi) (In) 110 115 110 115 (psI') (In) 11 r 115-. ..1111 115 C T� m possible tributary width 10 0.018 10'-1" 9'-8" 8'-11" 8'-11" 10 0.018 8'"1" T-6" 6'S" 6'-6" 10 0.018 8'-0" T-7" 6'-11" 6"-11' 10 0.018 11' ‘,-;11.9S'-1T' 9'-11" f inimum num• o ws is on per panel LIVE 0.024 12'-6" 11'-11" 11'-0" 11'-0" LIVE 0.024 11'-0" 10'-4" 9'-1" 9'-1" LIVE 0.024 10'5" 10'-0' 9'-3" 9'3" LIVE 0,024 12-1;402'7: t "11'-11' MAXI WITH THANO#14 SCREWS 0.032. 15'3" 14'-T" 13'-? 13'-5" 0.032 15'-2" 14'-3" 12'-10"12'-10" 0.032 13'"1" 12"-6" 11'-8" 11'-6" 0,032 14'- 1-4-1,2,411;'13''-' 13'-1" FOR PANEL/H R CO I Table 0.036 16'-7" 15'-10" 14'48" 14'-8" 0.038 16'-11" 16'-0" 144" 14'-5" 0.038 13'-5" 12-10"11'-10" 11'-10" 0 036 14'-gyp' "� {387" 13'-T _ Panel#o1#14 screws ER FOOtto attach panel to he LIVE 0.024 1E-3" 9,11" 9'-8" 9'-4" E 0.024 8'-2" T 9" 7-5" LIVE 0.024 8'-T 8'3" 8'-0" T-9" LIVE 0.024 g'-8-- 0'-34-•1 p liSadrys 16',.115 i ph Exp B 115 3 I ph ExpC 140 213 I ph Exp C 0.032 12'-7" 12'"2" 11'-10" 11'"8" 0.032 114" 11'-2" 10'-9" 0.032 10'-9" 10'-4" 10,-1" 94" 0.032 12.6" 123" 12'-0" 11'-9" Dble 2x6.625 0.018-4' 8' 12 3' 6' 8' 2' 4' 6' 0.038 13'-8" 13'3" 12'-10" 12'-8" 0.038 13'3" 12-8" 12'•2" 0.038 11'-0" 10'-8" 10'-4" 10'-1" 0.036 12'- "-1 '," 1 ' ",12' " RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' 4' MAX 25 0.018 8'-0" 8'-0" T-6" 7.6" 25 0.018 5'5" 5,5" 4'-3" 4'-1" 25 0.018 6'3" 6'-3" 5'-10" 5,10" 25 0.018 9'e. -9"'? n '"' - s COO:dW 1'� ( 1�j( 6' 8' 2' 4' 6' 0.024 9"11" 9-11" 9'•4" 9-0" 0.024 7.9" 7-9" 7-1" 7-1" 0.024 8'•3" 8'-3" 7.9" T-9" 0.024 10'-10' 10'-10" 10'•3" ��1�0,-a"�� ��gqAIOthers 0.018 4' �'f'2'"3" 6' 8' 2' 4' 6' 0.036 13'4" 13'3" 12-6" 12'-6" 0.038 12'-8" 12-8" 11'-9" 11'-8" 0.036 10'-8" 10'"8" 10,1" 01" 0.036 12'5" 1243"' 1°f+t" " F Fip 6.6 - p_4✓5'4 5' 1 4' MAX MAX 3' 5' MAX 30 0,018 7'-8" 7'-6" 7.2" 7.2" 30 0.018 4'S" 4'-3" 3'-11" 3'-9" 30 0.018 5-10" 5'-10" 5'"6" 5'-6" 30 0.018 8'-6" 8'"6" 8'-0" 8'-0" 3x8 00,,00224 5' 10' MAX 4' T 11' 3' 5' 8' 0.024 9'-0" 9.4" 8'-10" 8'"10" 0,024 7'-1" 7'-1" 6'-6" 6'-6" 0.024 T-9" 7-9" 7-4" T-4" 0.024 10'3" 10'3" 9'-9" 9-9" All Others 0.024 5' 10 MAX 4' T 11' 3' 5' 8' 0,032 11'-6" 11'-6" 10'-11"10'-11". 0.032 10=4" 1O'-4" 9'•7" 9'-7* ' 0.032 9'-9' 9-9" 9'-3" 9'-3" 0.032 11'-9" 11'4" 11.4" 11'4" Dble 2x6425 0.032 6' 12' MAX 4' 8' 13' 3' 6' 9' 0.036 12.6" 12-6" 11'•11" 11'-11" 0,036 11.9" 11'-9" 11'-0" 11'-0" 0,036 10-1" 10-1" 9'-T 9'-7" 0.038 12'3" 12'3" 11'-10"11'-10" RF Fascia 0,032 6' MAX MAX 5' MAX MAX 3' 6' MAX 40 0.018 6'"10" 6'-10" 64" 8'-8" 40 0.018 3'-9" 3'-8" 3'5" 23" 40 0.018 5'-3" 5'-3" 4'3" 4'-7" 40 0.018 7-8" 7.6" T-4" 2-4" 3x8 0.032 7' 14' MAX 5' 10' 15' 3' 7' 10' 0.024 8'-5" 8'-5" 8'"1" 8'"1" 0.024 6'-0" 6'-0" 5'-7" 5'-7" 0.024 7.0" 7-0" 6'-8" 6'4" 0.024 9'-4" 9-4" 211" 8'-11" All Others 0.032 7' 14' MAX 5' 10' 15' 3' 7' 10' 0.032 125" 10'5" 104" 10-0" 0.032 8'-11" 8-11" 8'-5" 8,5" 0.032 8'-10" 8-10" 8'5" 8'-B" 0.032 11'-0" 11'-0" 104" 129" Dbie 24.825 0.036 6' 12' MAX'4' 8' 13' 3' 6' 9' 0.036 11'-4" 11'-4" 10-10"10'-10" 0.036 10'3" 10'3" 2-8" 9'-8" 0.036 9'-1" 9'-1" 8'-8" 2-8" 0.038 11'-5" 11'-5" 11'-2" 11'"2" RF Fascia 0.036 6' MAX MAX 5' MAX MAX 3' 6' MAX I 60 0.018 5'-7" 5'-7" 5'-7" 5'-7" 60 0.018 2'-11" 0,-0" 0'-0" 04" 60 0.018 4'-3" 0'-0" 0'-0" 0'-0" 60 0.018 6'-4" 6'-4" 64" 6-4" 3x8 0.036 8' MAX MAX 6' 11' MAX 4' 7' 11' I 0.024 T-0" 7'-0" T-0" 7'-0" 0.024 4'-4" 0'-0" 0'-0" 04" 0.024 5'-9" 5'-9" 5'-9" 5'-9" 0.024 7'-8" 7'-8" 7-8" 7-8" All Others 0.036 8' MAX MAX 6' 11' MAX 4' 8' 11' I 0.032 8'-7" 8'-7" s'-7" 8'-7" 0.032 6'•9" 6'-9" 6'-9" 6'-9" 0.032 7'3" 7-3" T-3" 7'-3" 0.032 9'-6" 9'-6" 94" 9'-6" 0.036 9'-5" 9'-5" 9-5" 9.5" 0.036 7-11" T-11" 7-11" 7'-11" 0.036 7.8" T•6" 7-6" 7'-6" 0.036 10'-1" 10,-1" 10'-1" 10'-1" ICC ESR1398(2012 ii i 013 TABLE 4.6 Page 22 TABLE 4'7 TABLE 4.8 ��A d a yd 0.- 0 .^ eq —3..;. 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S 6? 6 b N a va<iLL T'45 y'a N ib o b e bi b�mN i4.4btb�mte.en�,v'a oeb§j.oT T•4e�14"'I?4�(f!j§ ao m n b b b N 4.l b Y i mn m c� n ¢ ,. 005 644.466.4 a .46464.4<< «444.<<< «<«««a<«< N.. u1l Wes �U< <6 s««m<« < CO i<- •-$5E. p1 bo3�=n tr Z. 66.66 I.m 1” del ob:-k ..7 .m�6�6 U a_ Ri p N ,m Z. O wA neg Ebl.m.,h e:e ai-i.emFe ^boi.gil 4114 v vi'.mbAt;N V W a o u n n .. m e ry n 7 n n n E N m 8 rEIE m n a . o ti mmilm ..wives n a n a eg--- g4moa `moo ejOom R oom R= 0.2" •-0.95" 0.92" R=.125" I 676•. .516" --L500 R=.12 " 561" UTSIDE 0.5" R= 0.15" I ( I .450 INSIDE 1 " I•- 1.9031.- �, 167 5 /16" nP• T450 1.625 2.50" 3 0" I .187" f 0,750 010 SC I '� 1.654 i �..M. � 1.7142.464" 876" ,■, @ 6' E "EE DETAIL D 55 1/2' 1 42 i 1yp, 55 1/2 SEE DETAIL D .167" 1 F g " �� 1.625 L SEE DETAIL B 1.137" 12.0 1.137"-► 0,125 lYP6.00" ATTAR TO TOP OF HEADER BEAM AS PER TABLES 4.9 OR 4.10 6.500 200 2.500 AA 2.5'x6' SUPER SIX PANEL OR ATTACH PER STRUCTURAL FASCIA DETAILS 1.625 t = 0,018' 3004H36 t >0.018' 3004H34 n 2.5"X12' MARK X ALUMINUM --' 5• ■ V : i ''-i a " 1o. 0.36 0.036' 3004 H34 I 0.718 ' ,. 1.625 . 2.000 0.036 !m 0,992 0.875 R0.125 18' Six 814 SDS S 1-_r. R0,125 5"TYR ON EACH SIDE 3.00 R0.153 'I r 0.350 0.295 f OF SPLICE 2"000 Q 0.363 1.958 T O-'p o p-f-CENTERLINE <�E 6 1/2'" ROLLFORMED FASCIA 3004H34 At 6.50° I 5.5 p 0-LO 0 SEE 1"0,525 1,060 f-- SEE 5" SPLICE LINE .`r,:., DETAIL D 6.000 DETAIL B ' '^ �p� �.64i 9 #10 SMS 2'x6' FLAT PANEL3 - X14 SMS I @ 6' 0/( t = 0.018' 30041.136 ALUMINUM t > 0,018' 3004H34 ALUMINUM OF SPLICE I '"%�• -*t u t' 1 �` e ©ROL ORMED �' F� E 656 1,000 #8x#' SHEET METAL SCREWS @ 3' 0/C ,I,. BUI141 _ (3d0�-H3d A �- � � n (Or'T('t1T)C'n� _= ROLLFORMED HEADER gg 5g --� F' -VA,), ('�"'p SEE TABLE INSPE ..� 0.060" p.516" DETAIL E / Of.833►p ,y �a 2(4 4,9 ❑R 4.10 2' 0.08" OUTSIDE-�'� - 4 • 3yI00^", 0.10" 0.125" 0.036`ROLL FORMAS alaik.462.- t== ► EVit �� FOR 3.090 R= 0.25" 0.72° R= 0.20 HEADER SPUCE,TIGHT C 68138 ■t CODE C,l�I i i -, TYP. \1.750 I DP FIT INSIDE OF HEADER, `" 1 i�r-��?"" j �`P��' 043 ` 2.06 9"EACH SIDE OF 630.201 /" y, � ! 1.03" I s s SPUCE. i. oy�i ��liS. �D�G� c/t�+sn Qi ,�., ,- ) ��Y'/(�i,��' , IA FASCIA SE ♦ ♦ 1.2g0° 3 - X14 5 A I ! i` �_ 6063-T6 ALUM. ALLOY DETAIL B 6.00" ♦ 6.00 -� ON EACH SI► „i� fig.3 12.00" • ,�` OF SPLICE DEC • 2,� : .. .i '1'i * . 3.5'x12' 'W' PANEL ���' �� 28921 US Hwy t = 0.018' 3004H36 ALUMINUM C1 ,� OQ P EXTERIOR HOME PRODUCTS Romoland,CA CRAM IM ME: O t > 0.018' 3004H34 ALUMINUM �� • ' CALF OCT 02 2013 ,s"_..EJ/CP NTS Component Ports & Connection De ICC ESR1398(2012 IBC)9/29/2013 Page 48 of 66 Engineer's Stamp s s MU: Hair. C001-.20121 c 0,67' HEADER S 8 - //14 SMS PUCE MUST BE LOCATED WITHIN [..-- 0.09' #10 SMS @ 12" OF A POST. .r 4'!. 4' 6' 0/C r , 0.15" EXTRUDED HEADER + T _ IT'S+ SPUCE WITH TIGHT FIT rV .. `STABIUZER CUP INSIDE HEADER 4„ .720" 0,54' #10 SMS @ 6' 0/C 0_15" 11114`, �i`r, "i 5., 5"I--10" --I,5".5.1--- 10"—4.51-1 "' 1' 0.50' 5.406" 5,75" 24" 0,08" EXTRUDED HEADER SPLICE WITH TIGHT RI 8 - #14 SMS INSIDE HEADER. 0.63'---'1..T I , 217• 2.31' 0ALASKAN HEADER SPLICE g .�,��.250" R. (6063-15 ALUM. ALLOY) TYP. i Iii I-4.00" _ I---4.00' NOTE: 062" SEE DETAIL 'BB' 2.808" .115 GAUGE TYPICAL R=.375" HANGER W/ AFOR D RAIL 1.187" 1 4- 1/4" BOLTS OR OH CLASSIC FASCIA 0.11" 0.192 O A-�^IL 4- N14 S.M.S. At W/ STABLIZER CLIP ( 1437" (6063-T6 ALUM. ALLOY) (6061-T6 Alum. Alloy) 11111111PAIril 0,215— 2.750 `J t� `� -- --750" #10 SMS @ :•0" • , a.375-'-0.057 6' 0/C 6'"'0/C .� 375" .375" STABILIZER CLT' V 291" 2.965 I w� oL. SEE DETAIL 'M'. #7a/� 1 -1% bli OSTABIU2ER CUP fr0{i EXTRUD hU1f.jn• 1 „e 11:1 1/7„ T / HEADERS 'H' &l',1.'' ., SPLICE DETAIL #10 SMS @ 6' (6063-T6 ALUMI ALLOY). 0/C cy #10 SMS @ 6' k J i r r + 0/C a<--•---- a kt ' EXTRUDED HEAD i SPL 'E 1.0" 063T5 ALUMIMUM ALLuY -3 1/2" STRU+TUBAL r EVIEI /E�j F`JR CODE C�OfVRLr ,f�1 1 Ss►p, 406" - ' ;n " PANEL P°31•-- 5. Cs! G STRUCTURAL PAN"L vii ml Re "' ed By -‹ 1/ --- Q.LoFESSION. 17�T , .079" 079" pU ��a�l�� 1/4:68139 015 2.725" 0.062" 4° ' % 41,109" " .-v3 ' , 1_• \kcAUF 0.062 8 , _„/ •, .:.} 01� * f �y ! SEC +5 201 I 3.00" `I. .CIV'S1 .4 -"-' +'rl � 28921 US Hwy 4'00" �� �t> EXTERIOR HOME PROOUCTS Romoland,CA O ALASKAN HEADER \:\s,..\ 1/Z" EXTRUDED H i R LJ =FCAI. (6105-T5 ALUM, ALLOY) (6 - 5 ALU IlY) OCT 022013 SCALE BEJ/cp . NTS Component Parts & Connection Det ICC ESR1398(2012 IBC)9/29/2013 Page 49 of 66 Engineer's Stamp n\TE: rap: SHEET: CD02-2012 2 0 .5" FASCIA MOR. ' it it IWO 3/6"BOLTS _Li .5 0 ) FOUR #14 SD SCREWS EACH rill 7" ,, TWO 3/:"BOLTS W/ 1"DIA. SIDE UP TO d=26" FOOTING 3"X 3" JI - 2"X 6 1/2" SIDEPLATES �' TIP. x 3/32'INK, STL WASHER ALUM. FOOTING BRACKET 0.062 X1.5' SQ ALUM W/ DECORATIVE 4100 / ' - }•m or �' GALVANIZED +• STAIFL1.5" ALUM SCROLLS OR SOLID FILL I�A ' KWIK HOLT T2 CICC ESR 917) W :ME'S �= AND 1' 0 MASHER OR EQ�M VALE r }•0 GALVANIZED STEEL HILTI KWIK BOLT TZ (ICC • > + SEE DETAIL HM FOR OPT NS ES 1917) W/ 2' EMBED AND 1' 0 WASHER OR ,+,ti•>•oDEIAIL AF i I' f: EQ IVALENT. X POST a,+• •"[to S: DETAIL BM FOR OPTIONS / SLAB OR FOOTING ��!.OF�S A 0 3/8" BOLTS ® /�C!S�J a� PU �' :� AD ALUMINUM FOOTING BRACKET FOR CO N t , O LT' TTOM CONN.CHANNEL 7. ., 9 CONCRETE SLAB OR FOOTING --I 125- 4S" 2.25' ��� 6063 T6 ALUM ALLOY + . ' . © SCROLL POST CONNECTION i CONCRETE SLAB OR FOOTING ONLY USABLE FOR SINGLE SPAN � PLP -8-3°40 8.80-20 BRACKET = 6063 T6 A ALLOY ` C�yi� POST = DETAIL AF \ k,tL1.l�►0 a' SINGLE SPAN ATTACHED UNITS \\\�` 3.000' » 1 3„ 1 tl.U521 0.062 T _i �``..�` .-37" 4) 3._6+ '— . . i" 1" 3.000' CI 688(4) AG T f L 0.37" 3" .094'I II04) ( 6B="(4) 3f, 4', 5-1:1 or 6' ASTM A D p GRADE B:ESTEEL POST I��Ing L'1 i 1S11�30, 0.040 (ALUM)) ..-- -..,,,....&.---V.437x4) f SEE GENERA NOTE #9 FOR 1 �'C❑RROSIO r PROE630 � = 0.041 (STEEL) .020" OP. `36} ~- OR STEEL CLt7VERLEE x 0' .062" RAD.(20) L1,50" drV1 ,L....- u (112) ;.0 'r." `� L'UMr1- NCE POST .187" RAD(16) Q �; ` <3105/V25 R ASTM A653 GRAI COLONIAL POSTS " �?' � "" r/^7 }0 STEEL) ® A TWIN 1.5" SQ. X .062 (3" ALUM. 6063-16) "t" = 0.062" UNLESS OTHERWISE NOTED EXTRUDED POST 1 :, gt (ALUM. 6063—T6) a cl.1 ,. i , Arneil° max 28921 US Hwy p •+ y �i EXTERIOR HOME PRODUCTS Romoland,CA V ' CAUF0 DRAWN er. me OCT 02 2013 WALL BEJ/CP Mit NTS Component Ports & Connection Del ICC ESR1398(2012 IBC)9/29/2013 Page 52 of 66 Engineer's Stomp DATE: Pun: wa.T, CD05-2012 5 c -- $TRUCFURAL PANEL '� -'1.625'—�{ 7 1.750�\A-RAIL - SEE `0.040" I / DEfAIL 'd' '/ /' SEE TABLE 7.5 i ko\ \ .750" SEE TABLE .5 #10 SMS ® .50" o'r " FOLLOWING SPACING: 0. 3.50" `o--.--..--0.062" ° 6"0.C. FOR 6"PANELS TYP. v? / I2'O.C.FOR 12'PANELS n {1.000\ "i a Ontliike 1,50' iiii < 1.325 .4(1k 4+ ® ROLLFORMED HANGER 004-H34 ALUM. ALLOY " 0 3 1/2" "J" HANGS"A '01 #14 x 2 #10 SCREW ® 6" 0/C (6063-T6 ALUM, AL.OY) SEE TABLE G.5 INC SMS 0 FOLLOW- 'r.U. FOR SPACING r 0.5" MIN 1 6••o.C.FOR 6'PA. —{—% b1z o.c.FOR rz aANE15 lIEC I�• 201 1.50" 7:_.... 6.5" I 1.666" --{ J 1.r' I MAX LOADS � f 10 PSF 140 MPH EXP C 1111 2.25" 30 PSF 140 MPH EXP B A-RAIL t=.062" OR 20 PSF 135 MPH EXP C • DETAIL J Tp. 2.50" 25 PSF 130 MPH EXP C 1.500" II 30 PSF 120 MPH EXP c j L �- .43" 1 o .30--1 f-- I @ ROLLFORMED HEADER 'E' COMM. TM 1.50"---I DETAILS TO STRUCTURAL PANELS BD EXTRUDED HANGER L. b'1;°p LlIIC1'I (6063-T6 ALUM. ALLOY) ,,.v; aE f1 Der„,...._ �F EXTRUDED CHANIVEL' C JNECTOR .87 " #10 SMS ® 6" 0/C - t'1`" ( 6s to ALUM. ALLOY) 2x wood studs DOUG FIR or BTR 016" o/c —� >aC.1 ,5 /to ATTACH PANELS PER DETAILS '�, " AZ, BD OR BG 0„;:.., ..050" R 4 ED F R CODE 714 x E. SCREW SEE TABLE $ ¢p¢ES$10 CO"I1 F` r NC 1/4" LAG SCREW 7.5 FOR SPACING n nQ4 Rr�y��' PER TABLE 7.5 ANC4" 100•^ c, rd $� � s;.r MIN SCREW SPACING IS 1" cs • try E CONTINUOUS 2"x DOUGLAS FIR LEDGER ORI , $' N PROVIDE SIMPSON STRONG TIE MSTA36 ICC ESR ` * J �,g�,4 „"/y li 2105)AT SPLICE LOCATION ( BG 3 1/2" "G" RAIL 1.3 \ -7,r 1$ 0 L.� ® i ,Nax 28921 US Hwy 74 COVER W/0.019"ALUMINUM (6063-T6 ALUM. ALLOY) 1 797" v�♦♦♦ < C11/41- �a�Q E%TER 1 0 R H O M E P R O D U C T S Romoland,CA 94 L 'ACALIF� OWN en rr"t © LEDGER BOARD ATTACHMENT BEJ/CP OCT 022013 SC4E1 MUM ICC ESR1398(2012 IBC 9/29/2013 NTS Component Ports & Connection Detail 1 Page 55 of 66 Engineer's Stamp arc rnst mar: CD08-2012 8 of I a r 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4;Required Number of Fasteners for Tension Loads Aluminum Material Gage(in) Steel Gage(In) Aluminum Gage(in) 1 Spacing between bolts and screws shall be 2.5 times the shank diamler, 0.024 0024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041 0.036 0.06 0.060 0.090 0.100 2 The edge distance of bolts and screws shall bo 3 limes the shank darnels Allowable Width A B CD E F G H I J K L tel N 0 3 Connections shall be arranged so that the center of resistance of the connection for Attached Two Footer Design #14 3/8'B 3/8"B #14 #14 3/8"B #14 3/8"B #14 3/8-B 318"B #14 3/8"B 3/8"B #14eses g shall coincide with the resultant line of action of the toad Trib Post Structures on Slab Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size Width(ft) Live or Ground Snow Load d(In) (lbs) us ran res +o2 2+s are 3 0 1384 nor 1622 854 132 sae 1442 214 (lbs) d(In) 'A8Lh 7.8:WALL Al IACHMSN I S 1./H LAI tGt CUVtHb 10 pet 20 psf 12 90 1 1 1 1 1 1 1 1 1 1 1 1 1 90 12 GRND V/ed #of 3 42-10" 22'-7" 13 114 1 1 1 1 1 1 1 1 1 1 1 1 1 114 13 SNOW Speed Screws' ALUMINUM RAFTER SPACING 3.5 36'-8' 19'3' 14 143 2 1 1 1 1 1 1 1 1 1 2 1 I 143 14 LOAD and per 17 16" 24" �f '30' 36" 4 32'-1" 16'-11" 15 178 2 1 1 1 1 1 1 1 1 1 2 1 1 178 15 (PSF) Exposure Rafter IMUMAlUMINUM HAFTIRSPAN 4.5 28'-6" 15.1' 16 213 2 1 1 2 2 1 1 1 1 1 2 1 1 213 18 10 140 EXP 6 2 26' 26' 24' 19' 16' 5 25'-8" 13'-6" 17 256 2 1 1 2 2 1 1 1 1 1 2 1 2 258 17 LIVE 120 EXP C 3 26' 26' 26 26' 24' 5.5 23'3" 12-4- 18 304 3 1 1 2 2 1 1 1 1 1 3 1 2 304 18 20 '170 EXIST' 2 18' 18' 12 10' 8' 8 21'-5" 11'-3" 19 357 3 1 1 2 2 1 1 1 1 1 3 1 2 357 19 LIVE 160 EXP C 3 18' 18' 18' 15' 12' 8.6 19'-9' 10'-5" 20 per 5144115C 20 41/ 4 1 1 3 2 1 2 1 1 1 1 4 1 2 417 20 4 18' 18' 18' 18' 16' 7 18'3" Na 21 482 4 1 1 3 3 1 2 1 1 1 1 4 1 3 482 21 25 2 18' 18' 13' 11' 9' 7.5 17'-1" Na 22 555 5 1 1 3 3 1 2 1 2 1 2 5 1 3 555 22 3 18' 18' 18' 18' 13' 8 16'0" n/a 23 634 5 2 1 4 4 1 3 1 2 1 2 5 1 3 634 23 4 18' 18' 18' 18' 18' 8,5 15'-1" We 24 720 6 2 1 4 4 1 3 1 2 1 2 6 1 4 720 24 30 170 EXP e 2 '17 17' 11' 9' 7' 9 14'0" n/a 10 psf Slab 1158 722 6 2 1 4 4 1 3 1 2 1 2 6 1 4 722 Slab 3 17' 17' 17' 14' 17' Table7.1 25 814 7 2 2 5 4 1 3 1 2 1 2 7 1 4 814 25 4 17' 1T 17' 17' 1S 10 psf Slab 1150 886 7 2 2 5 5 1 3 1 2 1 2 7 2 1 : 4 886 Stab 40 2 15' 13' 8' 7' 5' 26 915 B 2 2 5 5 1 3 1 2 1 2 7 2 1 4 915 28 3 15' 15' 13' 10' 8' MAX 27 1025 9 2 2 6 5 2 4 1 3 1 2 8 2 1 5 1025 27 4 15 15' 15' 14' 11' POST POST DESCRIPTIONS POST 28 1143 9 2 2 6 6 2 4 1 3 1 3 9 2 1 5 1143 28 60 2 11' 8' 5' 4' 3' CODE DETAIL HGHT 29 1270 Na 3 2 7 7 2 5 1 3 1 3 Na 2 1 6 1270 29 3 12' 12' 8' T 5' A Twin 0.0600'x1,5"x1.5"Scroll AC 9' 30 1406 Na 3 2 8 7 2 5 2 3 1 3 Na 2 1 7 1406 30 'Screws are#14 screws w/1.5"embedment Into G=0.5 solid wood(Douglas Fir) B 0.042'x3'xB"Aluminum Post L1,1,130 10' 31 1552 Na 3 2 9 8 2 6 2 4 2 3 Na 2 2 7 1552 31 8 0.024"Post with Sideplates L24,N16,BK 11' 32 1707 Na 3 3 9 9 2 6 2 4 2 4 Na 2 2 8 1707 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL C Clover 0.030"x3k3"Alum L11,N11,AH 11' 33 1872 Na 4 3 Na 9 2 7 2 4 2 - 4 Na 3 2 8 1872 33 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS D Clover 0,040"x3k3"Alum Li 1,N71,AH 71' 34 2047 n/a 4 3 Na n/a 3 7 2 5 2 4 Na 3 2 9 2047 34 16'o/c 24"ofc E Colonial 0.082"Extruded AE 11' 35 2233 n/a 4 3 n/a nla 3 8 2 5 2 5 Ne 3 2 Na 2233 35 Ground Snow F 0.041"x3"x3"Steel Clover L71,Nil,AH 11' 38 2430 Na 5 4 rJa Na 3 8 2 5 2 5 Na 3 2 n/a 2430 36 Load(psf) 2 Lag 3 Lays 3 Lags 4 LegsExp 8 Exp C� G 0.041'x3k3"Steel Clove' Ll 1,N11,AN 8' 37 2638 Na 5 4 Ma Na 3 9 2 6 2 - 5 Na 4 2 n/a 2638 37 Uve 10 13'-6" 20T-2" 13'-6" 76 " 115 MPH N/A H 3/16'x3k3"Steel Square 127,N17,AG 15' 38 2858 n/a 5 4 Na Na 3 Na 3 6 2 6 Na 4 2 n/a 2858 38 Uve 10 13' 17-6" 13' 14'3' 140 MPH 115 MPH I 3/16k4"x4"Steel Square L21,N17,AG 12' 39 3090 Na 6 4 Na Na 4 Na 3 7 3 6 Na 4 3 Na 3090 39 Live 10 10'-9' 16'-1" 10'-9' 12'3' 130 MPH J 3/16"x5"x5"Steel Square 1.21,N17,AG 15' 40 3333 Na 6 5 Na Na 4 Na 3 7 3 7 Na 4 3 Na 3333 40 Uve 10 9'-3" 13'-10" 9.3" 12'-4' 140 mph K 3N6"x6"x6"Steel Square L21,N17,AG 15' 41 3590 n/a 7 5 Na Na 4 Na 3 8 3 7 Na 5 3 Na 3590 41 Live 20 T-1' 10'-7" 7'•1" g'-5' 140 mph L 3/16"x6"x8"Steel Square 121,N17,AG 15 42 3859 n/a 7 5 Na n/a 4 Na 3 8 3 7 Na 5 3 ri/X-,_.- 25 T-8" 1107' 7'-8' 10/3" 140 mph Table 7.2 43 4141 Me 8 8 Na Na 5 Ne 3 9 3 8 n/a 5 3 0/8 ...43X1••-.,.,:- 30 8' 9'A" 6'41" 8'-8" 140 mJ�h 44 4437 Na 8 8 Ne Na 5 n/a 4 9 3 9 n/a 6 4 7 40 4' C ' 6'-7" 140 mph 45 4746 Na 9 7 Na Na 5 Na 4 Ne 4 9 Na 6 4 q•-�C' py ++ 3' 11 'Art, 4'-5' 140 mph 48 5070 Na 9 7 Na Na 6 Ne 4 Na 4 Na n/a 6 4 + �'A Lag x 1/4'Lag #71 ent) 24"ppOppatto A Gx0.S wood(Douglas Fir) 47 5407 n/a Na 7 Na Na 8 Na 4 Na 4 n/a Na 7 4i , Lattice Structures alive 1 m •1 :( 111e wind condition 48 5760 Na n/a 8 n/a Na 6 Na 5 nfa 4 Na Na 7 4 (.0/0.! TCM • 49 6128 Na Na 8 n/a Na 7 Ma 5 n/a 5 Na n/a 8 5 (A F.Kt O Home Prod 50 6510 Me Na 9 Na Na 7 Na 5 Na 5 Na Na 8 5 ,. ,'l U cVESSIQ Fastener Terminology Romolalld, • 4001; PU .a�'�� #14 SMS a#14 sheet metal or SDS screw,1/2"miNmum length TABLE 73:WALL ATTACHMENTS FOR SOLID COVER-4 - +J:_:!' _ 4 9 SVS"B.3/8'Diameter Bot ANC 1 ANC 2 ANC 3 _R 7 7=,1 tV� E, it G ' AIN See General Notes for specltcs on fasteners UVE/ 0/C 0/C PANEL NUMBER OF ASTE 1 ERS- - M! lilt (� WIND SPEEC SNOW SPACING SPACING SPAN STUD®16"0/C Lynchburg,V• 03 IVIP +It n • 1 Clearspan on this chart is the distance from the wag to the(list row of columns. (MPH)AND LOAD CONCRETE MASONRY (FT) #14 X2" 1 •"• 84-251 �1 - I 2 HIM Kwlk Bolt TZ 3/8"diameter and 2'embed and l"dia steel washer:ICC ESR 1917 or othe EXPOSURE (PSF ANCHORS ANCHORS SCREWS SCREWS _ii/ t,a r:;{+ ;`,-'TT, Al* ` rr• 016/ anchor w/4000 allowable shear and 200#allowable tensile vs live,snow,wind and seismic bads. 1 10" 12' 1 1 41 3 Masonry anchors must have an alkw able shear value of 400#and 200#tensile for live,snow,wind C LIVE 24' 2 ��)V ` ` ',q�CIVBLet `y\P (�or seismic loads or be specified by a design professional. 7" 13' 2 2 A \ FCALv`/��7#14 screws must Crave 1.5 of peneealion into solid wood. 140 C LIVE 7" 20' 3 3 - 5 1/4"Lag screws must have 2 l/4 of penetration into studs and 0.5'washere 25 9" 7" 13' 2 2 6813' * T 02 2013 These lag screws must be installed as per AFPBA NDS Section 11.1.3.See General Note 7" 20' 3 3 #11 for washer specifications. 30 9" 7" 12' 2 2 0.30.2015 46 10 and 20 psf are 8ve or snow toads,25.60 psf are snow loads 18' 3 317 For ANC3 and ANC4 wood framing imust be SG=0.5 or denser(Douglas Fir-Larch' 40 9' 7" 14' 3 3V It. / 60 8" 7' 9' 3 3 4,,- MI5c3-2012 ICC ESR1398(2012 IBC)9/29/2013 Page 60 of 66 SSW/ 5' 0 013