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HomeMy WebLinkAbout09076 PORT ro hoF CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT 9� - a`WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE I SPECT ON. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: Q PERMIT NUMBER: 6 0- s © / O�� SITE ADDRESS: F_r— CONTACT PERSON: PHONE: TYPE OF INSPECTION: ec')CA—Y ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. \ �� Inspector PLM, Date Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QoRT TO CITY OF PORT TOWNSEND �v DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT - A`WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. _ - DATE OF INSPECTION: /6) PERMIT NUMBER: A Lto � off SITE ADDRESS: y (— CONTACT PERSON: , I PHONE: TYPE OF INSPECTION: ��CQ kv, aj4.LL_ tO �j 86 �IM71AOt� ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector y Date 612109 Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QoRT TO CITY OF PORT TOWNSEND Z DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT T//HE SPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: (1 2 Q PERMIT NUMBER: A`S 05—0�� SITE ADDRESS: S `, CONTACT PERSON: PHONE: TYPE OF INSPECTION:7--i V2, !lll i 4 ( V h AAJ ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector l L A4 )Lo t2 Date Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. PORTro�y CONSTRUCTION PROGRESS RECORD sz CITY OF PORT TOWNSEND .:t 0 wA Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 948317402 PERMIT NO. BLD09-076 ISSUED DATE 05/27/2009 EXPIRATION DATE 11/23/2009 ADDRESS 1543 LOGAN ST CONSTRUCTION TYPE V- B OCCUPANT LOAD OWNER KRUSE ROBERT J PROJECT DESCRIPTION Add 147 sq. ft. patio cover and enclosure CONTRACTOR AAWNINGS &SUNROOMS OF DISTINCTION LENDER INSPECTION INSP )ATE COMMENT INSPECTION INSP )ATE COMMENT SETBACKS SURVEY PIN FOOTING REINFORCE CONNECT FLOOR FRAMING FRAMING SHEAR WALL ROOF NAILING MISCELLANEOUS FINAL BUILDING TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. PROFESSIONAL n ENGINEERING LICENCES ®� ( O Z o w � ' NY 080138103/31/Dgl MITH [s udil LRP ROOF SYSTEM N KY 24361 06/30/09 B U I L D I N G PRODUCTS N 0 Zz o N RI 8724 06/w/09 r w J N04 W 17455 06/30/09 TABLE OF CONTENTS A 36 08/}1/09 NOTE TO DEALER, CONTRACTOR AND 0415 PA fi772. 09/30/09 SHEET SHEET BUILDING OFFICIAL: TX 94362 09/30/09 NUMBER TITLE 1. STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED - MI 4seeo 10/31/09 TO "SINGLE COAT" STUCCO SYSTEMS. w co OK 19405 10/31/09 G—1 COVER SHEET 2. SNOW LOADS PRESENTED WITHIN THESE PLANS ARE "EQUIVALENT" } �Lu E Co 34009 11/30/09 SPECIILu UNIFOFIC CONDITIONM SNOW S LOADS. CONSIDERATION BUT NOT HLIMITLL ED TO, DRIFTINGN TO AND N Z= G-2 GENERAL NOTES SLIDING SNOW. 0 Q x 0 Of ILL] AL 25873 12/31/09 LRP-1 LRP-ROOF PLANS AND COMPONENTS 3. STRUCTURAL ADEQUACY OF AN EXISTING STRUCTURE IS NOT INCLUDED 0: zo AR 13158 12/31/09 LRP-2A LRP-SECTIONS AND DETAILS WITHIN THE SCOPE OF THIS PACKAGE. STRUCTURAL ADEQUACY SHALL d BE INVESTIGATED BY OTHERS UNLESS DEEMED ADEQUATE BY THE Cw7 U ° CA S3107 12/31/09 LRP-213 LRP—ALTERNATE ROOF SECTIONS AND DETAILS BUILDING OFFICIAL. ME 10495 12/31/D9 LRP-3 LRP-TABLES 1 4. THESE PLANS APPLY TO MULTIPLE LOADING CONDITIONS (WIND AND GRAVITY). THE DEALER, CONTRACTOR OR FOR SHALL "MARK-UP" EACH MO 0W78 12/31/09 LRP-4A LRP-TABLES 11 ® PACKAGE TO CONFIRM THAT THE SITE SPECIFIC REQUIREMENTS ARE WITHIN THE SCOPE OF THE PACKAGE. c M5 165M 12/31/09 LRP-413 LRP-FAN BEAM TABLES 111 ° N PLAIN ENGLISH, THE PERSON USING THIS SET OF STANDARD PLANS , o 3 0 NC 29174 12/31/09 F- Q 0 0 < LRP-4C LRP-SUN-RAY SKYLIGHT (OPTIONAL) SHALL USE THE PLANS, SECTIONS, DETAILS, TABLES AND INSTRUCTIONS N tD NE E-1132612/31/09 LRP-4C ,� WITHIN THE PACKAGE TO CONFIRM THAT THE SITE SPECIFIC CONDITIONS N LRP-TABLES IV ARE WITHIN THE "ALLOWABLE" PARAMETERS PRESENTED WITHIN THIS SET cn w OH E-6466112/31/09 OF STANDARD PLANS. a a LRP-5B LRP—FAN BEAM TABLES V t"tJ�2— f SiJ��'t� OR 16232PE 12/31/o9 AMONG THE ACTIVITIES WHICH SHALL BE PERFORMED BY THE DEALER, GO m LRP-6 LRP-TABLES VI CONTRACTOR OR FOR ARE: WY 8977 12/31/09 i m o PEN LRP-7 LRP-TABLES VII ( sJ J A. VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION Z Y w a CT N. 2�50 01/31/10 OF PLANS HAS BEEN SUBMITTED. PLAN NO. IS: 30301-L < w a a B. REVIEW ALL NOTES TO CONFIRM WHAT WILL BE CONSTRUCTED 0 _ U Q U 33435 03/31/10 TYPICAL SECTION & DETAIL NUMBERING SYSTEM c n_ C. CONFRMMEETS HLOADINGRREQUIREME REQUIREMENTS WIEMENTS TH TIHEILOCAL BN THE UILDING UJ� a sD 9483 03/31/,0 � � ���`� FF A �N m � 0 ICI L, D. IDENTIFY PARAMETERS WITHIN STEPS I TO VII ON SHEETS LRP-3 HI PE-6798 04/30/10 7 e w 0:TO LRP-7 WHICH ARE APPLICABLE TO THE SPECIFIC ROOF BEING ID 9260 04/30/10 EXAMPLE OF SECTION CUT EXAMPLE OF DETAIL BUBBLE CONSTRUCTED. �0 3n °0 E. CROSS OUT ALL ELEMENTS WITHIN THE ENTIRE PACKAGE WHICH KS 15484 04/30/10 DETAIL LETTER ARE NOT USED WITHIN THE SPECIFIC ROOF. o SECTION NUMBER A z F n o NH 10980 04/30/10 —�+ F O O s-2 S-z 5. PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN Oz SHEET WHERE SECTION NJ 24GEO 04/}p/'p IS DRAWN.IF DASHED, O ORIGINAL SEAL AND SIGNATURE (IN BLUE INK) BY THE ENGINEER OF III 4545200 SHEET WHERE SECTION N DETAIL IS DRAWN ON RECORD (EOR),IS DRAWN. i DE 14198 06/30/10 IF DASHED, SECTION IS CURRENT SHEET rf [[[��� (� DRAWN ON CURRENT SHEET D E c E \�� E MA 45542 D6/3D/,D EXAMPLE OF SECTION CALL OUT EXAMPLE OF DETAIL CALL OUT A A�yj]�� L` v �L W F w N MN 41532 06/30/10 - �W1 YINGS&SUNR a T OOMS OF DISTINCTION INC. MT 14355 06/30/10 SECTION NUMBER DETAIL LETTER F SECTION DETAIL A N U 3 8" S_2 141 Timberline Drive MAY — 2C�9 = o 0 o a o SC 23776 06/30/10 /8"=1-0" S-2 a w u o m ! o ` w v MD 25455 07 24 t0 SHEET WHERE SECTION IS SHEET WHERE DETAIL IS Sequim, WA 98382 a o 0 o V / / TAKEN FROM. TAKEN FROM. > Z a J o IF DASHED, SECTION 15 TAKEN IF DASHED,DETAIL IS CITY OF PORT I OWNSEND a 0 g 0 w IN 10707912� 07/31/10 FROM THE CURRENT SHEET TAKEN ON CURRENT SHEET n n < w TN 10631} 07/31/10 lo lo o \ ° EXAMPLE OF DIE DRAWING _ 018 0009164 07/31/10 = o o p p o WI 33384 07/31/10 DETAIL o 0 0 0 -006 HALF AAC931 IL �232 11/30/10 = i 4T o _ O u DIE DRAWING NUMBER 0 GA E030159 12/31/10 FOR COMPONENT 1� �^ < z N J `fR 1. ; wo N 14953 12/31/10 _A�{4~,~` ~ w ga �Z Z ��� A� r 1�� ac� � NO 5907 12/31/10 � NM 11138 12/31/10 NV 8677 12/31/10 V ¢ w Cy S 2 FL 55015 02/28/11 a 74 ^0 La AZ 30066 03/31/11 .e w A L v1 r- ? UT 3085605 03/31/11 wA 28747 04/02/11 VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAN NO. IS: 30301—L. Vol NOT WET SIGNED DOCUMENT HAS WET NED WITH BLUE INK EMBOSSED CORPORATE SEAL i X REVISED 02/23/09 PROFESSIONAL r7 4 ENGINEERING LICENCES GENERAL NOTES AND SPECIFICATIONS o N * F a I DESIGN CODE & LOADS II MATERIALS CONTINUED V LAMINATED ROOF PANELS = (� N w 1. THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS HAVE 10. FASTENERS USED FOR ATTACHING TO PRESSURE TREATED LUMBER SHALL 1. THE FOAM CORE ROOF PANELS DEPICTED WITHIN THIS DRAWING ARE NY 080138 03/31/09 BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2003 & 5.00 BE STAINLESS STEEL. 5.01 INTENDED FOR USE ON RESIDENTIAL PATIOS AS REGULATED BY APPENDIX 5.01 2006 INTERNATIONAL BUILDING CODE (IBC), 2003 & 2006 INTERNATIONAL CHAPTER I OF THE INTERNATIONAL BUILDING CODE OR APPENDIX CHAPTER m ICY 24361 06/30/09 11. UNLESS OTHERWISE NOTED, ALL STEEL IN CONTACT WITH PRESSURE m RESIDENTIAL CODE (IRC) AND THE 2004 FLORIDA BUILDING CODE (FBC) AND H OF THE INTERNATIONAL RESIDENTIAL CODE. TREATED LUMBER SHALL HAVE A G185 GALVANIZED COATING. z 8724 O6/30/09 a THE SUPPLEMENTS OF DECEMBER 2006. m N z m RI 12. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 2. MATERIALS: zo WV 17455 06/30/09 2. THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS ARE INTENDED FOR RECREATIONAL/OUTDOOR USE AND ARE CONSIDERED 13. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40 OR 60. a. INTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE VA 0402 oe/31/09 NON-HABITABLE STRUCTURES. REQUIREMENTS FOR 3105-H14 ALLOY AND TEMPER. THICKNESS OF 041536 14. BOLTS SHALL CONFORM TO ASTM A307. SKIN SHALL BE AS SHOWN IN THE APPROPRIATE ALLOWABLE SPAN PA fi772 09/30/09 3. SEISMIC DESIGN PARAMETERS: TABLE. a. IMPORTANCE FACTOR - 1.0 5,2, 15. CONCRETE SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TX 94362 09/30/09 b. Ss - 1.5 b. EXTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THELD Z s.00 C. S1 - 0.6 a. 28 DAY COMPRESSIVE STRENGTH (F'C) = 2,500 PSI REQUIREMENTS FOR 3105-H14 ALLOY AND TEMPER. THICKNESS OF - ul 4- M/31/09 d. SITE CLASS - D b. MINIMUM CEMENT CONTENT = 440 LBS. SKIN SHALL BE AS SHOWN IN THE APPROPRIATE ALLOWABLE SPAN LU e. Sos - 1.0 c. MAXIMUM SLUMP = 4 INCHES. TABLE. ~ Q W E oN 19405 10/31/09 f. Sot - 0.6 d. AIR CONTENT = 4 PERCENT t 1.5 PERCENT. V) H SEISMIC DESIGN CATEGORY - D e. CEMENT SHALL COMPLY WITH ASTM C150. CEMENT SHALL BE TYPE V c. THE FOAM CORE SHALL BE AS DEFINED BELOW AND HAVING A to w O n co 34009 11 30 09 9 WHERE CONCRETE IS EXPOSED TO SEVERE SULFATE ATTACK. NOMINAL DENSITY AS SHOWN IN THE ALLOWABLE SPAN TABLE: O Z / / h. R - 3.0 EL OTHERWISE, CEMENT SHALL BE TYPE II. p Z � AL 25873 12/31/09 i. Cs - 0.33 f. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.55. p DESIGN BASE SHEAR - 0.33 W ULTIMATE i. PREFORMED EXPANDED POLYSTYRENE BOARD (EPS), AS m J 1 (ULTIMATE) g. AGGREGATE SHALL COMPLY WITH ASTM C33. MAXIMUM SIZE OF W AR 13158 12/31/D9 k. ANALYSIS METHOD - EQUIV LATERAL FORCE AGGREGATE SHALL BE 3/4" IN DIAMETER. MANUFACTURED BY HOUSTON FOAM PLASTICS OF HOUSTON, TEXAS. a ;zD THE FOAM PLASTIC SHALL MEET THE REQUIREMENTS FOR CLASS A W W CA S3107 12/31 09 4. WIND LOADS HAVE BEEN DETERMINED IN ACCORDANCE WITH THE "ANALYTICAL MATERIAL PER CHAPTER 8 OF THE 2006 IBC. FOAM PLASTIC IS Z / s.z. PROCEDURE" DEFINED WITHIN ASCE 7-05. CLASSIFIED AS TYPE II FOAM IN ACCORDANCE WITH ASTM C578. Lu WE 10495 12/31/09 III ROOF SYSTEM d. THE COMPONENTS ARE BONDED TOGETHER USING AN ADHESIVE 5. PATIO ENCLOSURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS SHALL uo .11781 12/31/09 5.2. NOT BE CONSTRUCTED WHERE THE STRUCTURE IS LOCATED WITHIN THE UPPER 1. THE ROOF PANELS SHALL BE AS DEFINED W/IN THIS DRAWING PACKAGE PROVIDED BY ASADHESHLAND SPECIALTY CHEMICALS AND KNOWN R 1140.ISOGR P 2 HALF OF A HILL, RIDGE OR ESCARPMENT AND THE HEIGHT OF THE HILL, RIDGE AND PANEL SPANS SHALL BE LIMITED TO THOSE SHOWN. SP5040D. THE ADHESIVE IS RECONIZED UNDER ICC-ES ESR-1140. v` us 16soe 12/31/09 OR ESCARPMENT IS GREATER THAN 5 TIMES THE UPWIND HORIZONTAL 3. THE MANUFACTURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL DISTANCE FROM THE CREST OF THE HILL, RIDGE OR ESCARPMENT TO WHERE 2. LION, MAXIMUM ROOF PANEL OVERHANGS SHALL BE 24 I z v PRO NC 29174 12/31/09 THE DIFFERENCE IN GROUND ELEVATION IS HALF THE HEIGHT OF THE HILL, VIDE CERTIFICATION WITH EACH SHIPMENT THAT ALL COMPONENTS � 30 o e RIDGE OR ESCARPMENT. PROVIDED WITHIN THE SHIPMENT CONFORM TO THE APPLICABLE _ NE E-11328 12/31/09 3. FOR COVERS W/O AN ENCLOSURE, ROOF PANELS SHALL BE SUPPORTED SPECIFICATION (S) AND/OR DEFINITION (S) OUTLINED ABOVE. U1 J BY A BEAM, POST & FOOTING SYSTEM SUITABLE FOR THE PROPOSED APPLICATION. THE BEAM, POST & FOOTING SYSTEM SHALL BE DEFINED < a On E-6466112/31/09 II MATERIALS 4. THE MAXIMUM ALLOWABLE SPAN, FOR A GIVEN APPLIED LOAD SHALL NOT a WITHIN A VALID ICC-ES EVALUATION REPORT OR WITHIN AN ENGINEERING EXCEED THE SPAN PROVIDED IN THE ALLOWABLE SPAN TABLE FOR SAID OR 16232PE 12/31/09 1. ALUMINUM FOR COMPONENTS SHALL BE AS SHOWN ON THE ALLOY AND TEMPER PACKAGE SIGNED BY A P.E. LICENCED IN THE LOCAL JURISDICTION. A LOAD. EXTRAPOLATION OF THE INFORMATION PROVIDED IN THE ALLOWABLE r 6005-T5, LION . COPY OF SAID REPORT OR ENGINEERING PACKAGE SHALL BE SUBMITTED m m ( ) SPAN TABLE IS NOT PERMITTED. i wr e977 12/31/09 TO THE BUILDING OFFICIAL ® THE TIME OF PERMIT APPLICATION. o m o Lj 2. ALUMINUM SHALL BE PAINTED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH 5. PANELS SHALL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO Z Z Y w a cT 2.. 01 31 10 IN PART I-A, SECTION 6.6 OF THE ALUMINUM DESIGN MANUAL 2000 . 4. LRP ROOF SYSTEMS WITHOUT AN ENCLOSURE SHALL BE SUBMITTED WITH 3 c� L E / / ( ) TRANSVERSE JOINTS. n a w a I- A SEPARATE STRUCTURAL ANALYSIS AND DESIGN FOR THE ROOF PANEL, ui x u a v° IA 33435 03/31/10 3. SHEET METAL SCREWS SMS SHALL BE TYPE AB SCREWS. ROOF BEAM, COLUMN AND FOOTINGS, BASED ON AN UNENCLOSED PATIO o N ( ) 5.2. STRUCTURE. STRUCTURAL ANALYSIS AND DESIGN, AND SEPARATE 6. THE STRUCTURAL SUPPORT AND STRUCTURAL ATTACHMENT R THE o n SUBJECT PANELS SHALL BE SUBSTANTIATED BY EITHER APPROVED a SO 9483 03/31/10 4. SHEET METAL SCREWS SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN PART STRUCTURAL PLANS, SHALL BE STAMPED, SIGNED AND DATED BY A o m EVALUATION REPORT PLANS OR STRUCTURAL PLANS APPROVED BY THE I-A OF THE LATEST ALUMINUM DESIGN MANUAL FOR TAPPING SCREW CONNECTIONS. PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NEVADA. GOVERNING JURISDICTION. THE GOVERNING JURISDICTION SHALL CONFIRM v v o HI PE-6798 04/30/10 THAT SAID PLANS ARE INTENDED FOR USE WITH THE DESIRED PANEL 5. EXPANSION ANCHORS SHALL BE HILTI 3/8" "KWIK BOLT TZ" OR APPROVED EQUAL. LOADS AND SPANS FOR EACH SPECIFIC PROJECT. 0 z 4D ID 9280 04/30/10 ANCHORS SHALL BE AS DESCRIBED BY AND INSTALLED PER ICC-ES REPORT �_j IV WALL SYSTEMS ¢ 3ra0 ESR-1917. WHERE SPECIAL INSPECTION IS CALLED FOR ON THE PLANS, A QUALITY 7. ALL PANEL EDGES SHALL BE SHIELDED IN ALUMINUM SECTIONS. ALL KS 15484 04/30/10 ASSURANCE AGREEMENT WITH A THIRD PARTY AGENCY QUALIFIED TO CONDUCT 1. FOR COVERS WITH AN ENCLOSURE, THE ENCLOSURE SYSTEM SHALL BE INTERFACES BETWEEN THE ALUMINUM SECTIONS AND PANEL SHALL BE `-`''z �w�N SPECIAL INSPECTION SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO or.. o NH 10980 a/}0/10 5.2. ISSUANCE OF PERMIT. SUITABLE FOR THE PROPOSED APPLICATION. THE ENCLOSURE SYSTEM CAULKED WITH APPROPRIATE SEALANT. a NaZ�' -1 SHALL BE DEFINED WITHIN A VALID ICC-ES EVALUATION REPORT OR �II)S �No x i NJ 1545ED �/}0/1a 6. WHERE ATTACHMENT TO EXISTING STRUCTURE OCCURS, THE WOOD OF THE EXISTING WITHIN AN ENGINEERING PACKAGE SIGNED BY A P.E. LICENSED N THE 8. METAL PANEL FASTENERS SHALL BE ALUMINUM, STAINLESS STEEL OR ■ m Nwma� N 4545200 STRUCTURE SHALL HAVE A MINIMUM SPECIFIC GRAVITY OF 0.49, SUCH AS DF. LOCAL JURISDICTION. A COPY OF SAID REPORT OR ENGINEERING ALUMINIZED, HOT-DIP GALVANIZED OR ELECTROGALVANIZED STEEL. o DE 14198 06/30/10 PACKAGE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AT THE TIME 7. WHERE SCREWS ARE INSTALLED INTO WOOD FRAMING, THE CONTRACTOR SHALL OF PERMIT APPLICATION. MA 45542 06/30/10 VERIFY, THROUGH NON-DESTRUCTIVE MEANS, THAT EACH SCREW HAS A MINIMUM OF N o 1/2" SIDE COVER ON ALL SIDES OF THE SCREW. w < a UN 41532 06/30/10 p Z 8. ALL WOOD SHOWN WITHIN THESE DRAWINGS SHALL HAVE A SPECIFIC GRAVITY OF uT 14355 06/30/10 0.49 OR GREATER. LUMBER ALLOWABLE STRESSES HAVE BEEN BASED ON THE 2001 i y 0 ~ N s.00 NOS = W SC 23776 06/30/10 z O o 9. ALL NAILS AND WOOD SCREWS SHALL HAVE THE FOLLOWING MINIMUM YIELD . - ci z MD 25455 07/24/10 < i w z STRENGTH: z Q U N m z 0 0Ff o w J f j z o o o m c o IN 10707912 07/}1/10 a. 8d:Frb = 100,000 psi ' b. 12d: Frb = 80,000 psi > TN 106313 07/31/10 c. 14d: Frb = 70,000 psi m o VT o18 07 31 10 e. 18d: Frb = 60.000 psi 0 0 0 o a o a o 00091� / / f. 20d: Frb = 60,000 psi = o 0 VA 33384 07/31/10 140 0 0 + -006 /u IL 00662J2 11/30/10 ABBREVIATIONS z K o 0 CA E03015912/31/10 0 DIAMETER C/C CENTER TO CENTER EA EACH MFR MANUFACTURER RAD RADIUS STIF STIFFENER W/ WITH = o CL CENTERLINE EMBED EMBEDMENT MIN MINIMUM REF REFERENCE REFER STL STEEL W/O WITHOUT U W w 14W 12/31/10 AB ANCHOR BOLT COL COLUMN EO EQUAL (LY) REINF REINFORCE D. ING) STIR STRUCTURE (S, URAL) WS WOOD SCREW NA NOT ALLOWED 0 ADDL ADDITIONAL CONC CONCRETE ES EACH SIDE REOD REQUIRED SYM SYMMETRICAL WT WEIGHT m oN !aI.- C a` ND 5907 12/31/10 NR NOT REQUIRED m V A ALUM ALUMINUM EXP EXPANSION NTS NOT TO SCALE REV REVISION Q Q ANCH ANCHOR CONT CONTINUOUS EXST EXISTING T&B TOP AND BOTTOM NM 11138 12/31/10 APPROX APPROXIMATE LY CTR CENTER ED SHT SHEET THD THREADED z m C'" w� F- ( ) ( ) OC ON CENTER THK THICK NESS a wiz x w y FDN FOUNDATION SIM SIMILAR � OD OUTSIDE DIA ( ) NV B6n 12/31/10 DIET DETAIL FTG FOOTING OH OVERHANG SMS SHEET METAL SCREWS T.O. TOP OF o� w a a BAL BALANCE DF DOUG FIR SP SPACE (S, ED) TYP TYPICAL H BLDG BUILDING GA GAGE OPNG(S) OPENING(S) 8 o FL ssols 0z/zfi/n BM BEAM DWG(S) DRAWING(S) SPEC SPECIFICATION, o GALV GALVANIZED OPP OPPOSITE SPECFED UON UNLESS OTHERWISE B.O. BOTTOM OF AZ30066 03/31/n BOT OT BOTTOM HGT HEIGHT OPT OPTION (AL) SQ SQUARE NOTED SST STAINLESS STEEL PL PLATE VERT VERTICAL UT 3aes6os o3/31/n INFO INFORMATION PROJ PROJECTION STAG STAGGERED STD STANDARD VOIDD F� J WET SIGNED DOCUMENT HAS WA 28747 04/02/11 WET NED WITH BLUE INK EMBOSSED CORPORATE SEAL i X REVISED 02/23/09 PROFESSIONAL NOTES: 10 ENGINEERING UCENCES ROOF WIDTH ROOF WIDTH o SIDE O.H. O.H. O.H.ENCLOSURE WIDTH ENCLOSURE WIDTH 1. FOR INSTALLATIONS WITH RIDGE BEAM, SPAN DIRECTION SHALL BE 90 DEGREES TO Z o w 12" MAX w 12" MAX 12" MAX r7 THAT SHOWN ON THE PLANS. m NOTE 5 NOTE 5 NOTE 5 NOTE 5 ' LL ..2 FOR INSTALLATIONS WITH RIDGE BEAM J T/C T/C � T/C 3x3 POST OR BEAM BRACKET � NOTE 7 NOTE 7 NOTE 7 s z (TYPICAL FOR APPLICATIONS W/ NY 080138 03/31/09 m, } A '0 501 A 0 sot t® T/C RIDGE BEAM) 3. FOR INSTALLATIONS WITHOUT RIDGE BEAM. MINIMUM SLOPE IN DIRECTION AWAY FOR w KY 24361 06 30 09 `n LRP 2A v NOTE 7 N A LRP 2A LP zA NOTE 7 EXISTING STRUCTURE SHALL BE 1/4" PER FOOT. a / / x LRP-2A RP-2A x LRP-2 v NOTE 7 A c� �..1�- �w �t'�� ...�, �, w ,�` ..�::•,� LRP-2A N z RI 8724 06/30/09 4. PROVIDE CONTINUOUS FACIA OR GUTTER SECTION AT INSTALLATIONS WITH RIDGE F w w BEAMS. z WV 17455 06/30/09 O ." I I ' I I O I,I II NOTE 4 S( j 2 5. MINIMUM DISTANCE TO FIRST INTERIOR JOINT SHALL BE 2 TIMES THE SIDE s.z. vA 0402 oe 131109 z z a I s.z. II o z S� NO 3 $ OVERHANG. FOR APPLICATIONS WITH A RIDGE BEAM, THE MINIMUM DISTANCE TO THE 041536 / / Q n II I I LRP-2A a I I z NI <a I� I FIRST INTERIOR JOINT SHALL BE 2 TIMES THE FRONT OVERHANG. PA PE- 09/30/09 w In m 2 I I z o o �, I 2 vai� w IM RIDGE----_ III N 6772- O w QLRP-2 N w O LRP-2A m O O < III I L P-2A ~ z 3 sIA4 III n z I w 0_ a SL DN SL DN 6. SEE E30 DRAWINGS FOR ELEVATIONS OF SHED AND GABLE ROOF SYSTEMS. W - TX 94362 09/30/09 a N a o 5 c w O a v1 11 I'1 p I� I, ¢¢ w w h NOTE 2 IIOTE 2 & Z w I RP-2 II a 3 w I TYP PANEL 7. APPLIED LOADS TO SUPPORTING STRUCTURE ARE SHOWN. THE PRESENTED LOADS 5.01 c MI 45NO 10/31/09 O U O O a Z 1 I II JOINT O w 3 III TYP PANEL III 3 a m a o VI ARE FOR THE WORST CASE CONFIGURATIONS AND MAY BE REDUCED IF SITE d / JOINT II p LRP-2 ` z I SPECIFIC ENGINEERING, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER, IS N oK 194os 10/31/09 _ ___ _ _� o SIM �I[ 7 a w NOTE 4 El PROVIDED WHICH JUSTIFIES REDUCED LOADS. THE APPLIED LOADS ARE: r O co 34009 n/3o/o9 J - ® IN TALLA IONS p w + ' L P-2 v Qz Iq RIDGE BEAM T/C = t1,300 LBS (LOAD IN AND OUT OF THE PLAN OF THE SUPPORTING WALL) N U u W/ A RIDGE BEAM (OPTIONAL) O Z u 25873 12/31/09 x p s z PI v = t 130 LBS/FT FOR MWFRS WALL PRESSURES S 15 PSF O Q - LPR-2A WALL BUMP-OUT __ __ _ _ _ _______ J v = ±260 LBS/FT FOR MWFRS WALL PRESSURES S 30 PSF '� IX E/) y AR 13158 12/31/09 00 (OPTIONAL) -- - -- -- ---- - -� v = ±390 LBS/FT FOR MWFRS WALL PRESSURES S 40 PSF d z CA S3107 12 31 D9 ENCLOSURE BELOW d - / / VERTICAL LOADS APPLIED TO THE SUPPORTING STRUCTURE ARE EQUAL TO 1/2 THE WE 10495 12/31/09 SEE SHEETS 4A, 4B, 4C, 5A, & 5B FOR 'LRP-2A 3x3 POST (TYPICAL SEE SHE LRP 4A, 48, PROJECTION TIMES THE APPLIED ROOF LOAD (BOTH UP AND DOWN) 0 PANEL TYPES & ALLOWABLE SPANS o o FOR APPLICATIONS 4C, 5A, & 5B FOR O uo o3oN76 12/31/09 N W/ RIDGE BEAM) PANEL TYPES & 8. MINIMUM ROOF SLOPE IS 1/4" PER FOOT. MAXIMUM ROOF SLOPE IS 4" PER FOOT. s.z. STUDIO ROOF GABLE ROOF ALLOWABLE SPANS 9. GABLE ROOFS WITH 6 INCH ROOF PANELS AND RIDGE BEAM ARE NOT INCLUDED 5.2. US 16508 1z/31/o9 WIITHIN THE SCOPE OF THESE DRAWINGS. C3 M I z v NC 29174 09 12 31 r-'- 3 O a ' ' R❑❑F PLANS 10. MAXIMUM MEAN ROOF HEIGHT SHALL 8 15'-0' AS MEASURED FROM THE GROUND. 5.2. Q NE E-11328 12/31/09 � w f 1/4' = F-0' 11. PATIO ENCLOSURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS SHALL NOT a a o OH E-64661 12/31/09 BE CONSTRUCTED WHERE THE STRUCTURE IS LOCATED WITHIN THE UPPER HALF OF 5'2' ¢ m A HILL, RIDGE OR ESCARPMENT AND THE HEIGHT OF THE HILL, RIDGE OR OR 16232PE 12/31/09 F 2,250 5,112 1.655 3.000 ESCARPMENT IS GREATER THAN 5 TIMES THE UPWIND HORIZONTAL DISTANCE FROM >- m THE CREST OF THE HILL OR ESCARPMENT TO WHERE THE DIFFERENCE IN GROUND wr 8977 12/31/09 ELEVATION IS HALF THE HEIGHT OF THE HILL OR ESCARPMENT. Lw m 0 Z Z y Lu CT 2PEs6 0l/31/10 12. WHERE ROOFING IS ALLOWED TO BE INSTALLED OVER ROOF PANELS, ROOFING n a w a o SHALL WEIGHT LESS THAN 3 PSF AND SHALL BE INSTALLED IN ACCORDANCE WITH 5.z. o o C=.7 vl' o U 33435 03/31/10 3.100 O 3" LRP 3.100 O 3"LRP THE MANUFACTURERS RECOMMENDATIONS. SPECIAL ATTENTION SHALL BE GIVEN TO in 4.515 O 3'LRP 3.600 O 3 1/2-LRP 3.600 O 3 1/2-LRP p Et=.062 t=.090 4.100 O 4' LRP t=.070 4.100 O 4"LRP 3.00o THE REQUIRED MINIMUM SLOPE OF THE ROOF AND PHYSICAL ATTACHMENT OF THE JSD 9483 03/31/105.015 O 3 1/2"LRP 6.100 O 6'LRP t=.120 ROOFING SYSTEM TO THE TOP OF THE PANELS. THIS ATTACHMENT IS OUTSIDE THE 4="' m ,n I 3.881 5.515 O 4'LRP MIN MIN HI - 0430 10 SCOPE OF THESE DRAWINGS. �z V o o � m a �m �O ro m ID S280 04/30/10 Cn¢ ;n M 01 , 1.0�6 ~= m 05 1.175 C=a Ox. m KS 15484 04/30/10 L MATERIAL: ASTM A653 GR 50 (STL) o o OR 6063-T6 (AL) NH 109W 04/30/10 m 05 w°' o ��II J o z4G6o ATTACHMENT RAIL GUTTER FACIA 3x3 POST NwzQ z 4545200 04/30/10 m a - DE 14198 06/30/10 DETAIL DETAIL DETAIL DETAIL HALF AAC321 HALF 47573 HALF 47574 HALF - MA 45542 06/30/10 i o MN 41532 06/30/10 5.676 o a o d x MT 14355 06/30/10 0.999 , z F u o N 0.575 i w z< U m < a SC 23776 06/30/10 0.454a o 0 o z � - MD 25455 07/24/10 0.150 0 737 a O aa I) w Z 0.090 < m p o O o a IN 10707912 07/31/10 3.300 ' ' U TN 106313 07/31/10 e 0.145 0 0 0 0 O w O Vf 018 07/31/10 N n a p 0009164 wi 1 33384 38 07/31/10 6 061. 11/30/10 t=.125 0 o n 6063-T6 CA E030159 12/3 1/10 4.7. A14953 12/31/10 �` L- o A 3 NO 5907 12/31/10 3/4" 'j,�I /.. C1 R✓ 0.250 NM 11138 12/31/10 z NV 8677 1z/31/10 �, MATERIAL: 6061-T6 L] z 3.080 FL 55015 02/28/11 out w¢ GABLE BEAM 874 g . A2 30066 °""'" v DETAIL DETAIL � UT 3D65605 03/31/11 AAC757 POST BRACKET HALF HALFv�La AAC758 QI IF NOT' WET SIGNED DOCUMENT HAS WA ze7n o4/o2/n WET IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 PROFESSIONAL r�7 ENGINEERING LICENCES SEE PANEL SPAN TABLES ON SEE A/- FOR ADDL REQUIREMENTS SHEETS LRP-4A, 4B, 4C, 5A & 5B INSTALLATIONS W/ A RIDGE BEAM AAC321 AAC321 N o FOR FASTENER REQUIREMENTS o #8 SMS 024" c/c 5.2. ROOF PANEL w m (NOTE 3 ON LRP-4A) & SPACING ROOF PANEL LEDGER FASTENER T&B F x TOP & BOTTOM SEE PANEL SPAN TABLES ON SHEETS ROOF PANEL i N N z w OF FASTENERS LRP-4A, 4B, 4C, 5A & 58 FOR STEP V) LE UNDER J N NY 080136 OJ 31 09 ROOF PANEL FASTENER REQUIREMENTS / / FACIA 47574 Y (NOTE 3 ON LRP-4A) & SPACING a w #8 SMS 024" c/c OR a KY z4361 01/30/09 TOP AND BOTTOM OF FASTENERS m z U GUTTER 47573 5 z s.z. N N-� RI 8724 06/30/09 / / WY 17455 06 30 09 a 6 ADDL #8 SMS o -2 FACIA 47574 � m #8 SMS SEE TABLE a� VA 041536 0e/31/o9 OR m BELOW FOR SPACING w�� �� p r o LEDGER FASTENER T&B PA PE- 09/30/09 GUTTER 47573 n J `"a ROOF EXIST �= O (SEE TABLE UNDER ROOF EXIST 06 6772- N a OJ a_ n w o a SYSTEM STRUCTURE �o STEP V) SYSTEM STRUCTURE w tx 94362 09/30/09 z w z w (CONCRETE OR -3 (CONCRETE OR Cn - w = WOOD ONLY) WOOD ONLY :2 J MI 45880 10/31/09 3 S 3 WALL TOP BOTTOM V) W IOK 19405 10/31/09 PRESSURE } p o SIDE OVERHANG INTERIOR NOTE: to p FRONT OVERHANG INTERIOR 12" MAX <15 12" 12" co 34009 n/3o/o9 2'-0" MAX <30 SEE SEC 3/- & A/- L, ZQ NOTE: GUTTER AND FACIA SHALL 3" FOR BALANCE OF INFORMATION. <40 6"AL 25873 12/31/09 BE CONT ® BEARING WALLS FOR - C AR 13158 12/31/09 BEARING WALL OVERHANG RIDGE BEAM ROOF SYSTEMS NON—BEARING OVERHANG LEDGER ATTACHMENT ATTACHMENT @ CORNER SECTION 1 SECTION 2 SECTION 3 SECTION 4 J LU CA S3107 12/31/09 0 ME 1 10495 12/31/09 NTS RP- NTS RP- NTS RP- NTS - X MO EN Iz/J1/o9 CONTINUOUS MEMBER ® 6-#8 SMS T&B INTO PANEL SKIN f�L BEAM & POST fL POST 03oT78 INSTALLATIONS W/ A RIDGE BEAM ' ® INSTALLATIONS W/ A RIDGE BEAM I -Ms 16soe 1z/3t/w 4 AAC758 AAC757 r 5 n JOINT FASTENER #8 SMS 0 TYP OF 4 FLUSH FIT r o I 3 O INCz9n4 Iz/n/o9 f a 12" OC (MAY USE 24" OC SEALANT #8 SMS ® TYP a ox 04 ° PANEL JOINT 0 s a INSTALLATION W _ AAC75 w NE E-n3za / 1n FOR MWFRS WIND PRESSURES 1z/31/o9 / = a PANEL SKIN 6' OC TYP s.2. A RIDGE BEAM i-------------------- ------------------ ---- _I N 46 NOTOF IREQ DFIFORSUPPORTED ON LRP LESS1/2^ < a m OH E-64661 12/31/09 j [ ,. ---- -------------- ------------------ - -' - -� 2 SIDES OR 16232PE 12/31/09 52 _-__ ° °°° ° ° } 2 , a z 5 ° ° 4-1/4"0 SMS m } m 3 - ADDL f a 0 ES OF POST m o "" 69n 12/31/o9 ENLOSURE BELOW #8 SMS, 7 00 m o ° w w 2 �11 PE" 01/31/10 T&B '� r �'� ADHESIVE m°�°'° °m a 1/2^ <zsese ROOF PANEL - � w _ 0 a 33435 03/31/10 4 f-`? EXPANDED RIDGE BEAM o o 0 0 POLYSTYRENE ° - ES 1OF BEAMS& o N SD 9483 03/31/10 y ES OF POST 4-1/40 SST BOLTS m EXIST NOTE: + STARTER CHANNEL POST BRACKET n HI PE-679804/}0/10 ENCLOSURE STRUCTURE SEE SEC 3/- FOR NOTE: ° ° ° y ® ENCLOSURE WALL 'L•---•" o nc"m ID 9260 04/30/10 (CONCRETE OR BALANCE OF INFORMATION. SEE GENERAL NOTES FOR - a 3" SO POST SEE �o z� 1 PANEL REQUIREMENTS. SEE ENCLOSURE —+ z 3 n m N 4'-0" MIN WOOD ONLY) PACKAGE DETAIL B/- FOR C n PX, Ks 15464 04/30/10 FOOTING SUPPORT ~a x O O 4-1/40 3" POST Z NH 10980 04/30/10 DETAIL A SMS 5.2. POST 3/4" 3/4" �_ �.w iiIII wo=a � nN0 24GE0 / / BRACKET 1 1/2" m Nfa� "- 4545200°"° ° PANEL JOINT DE 1 1498 06 30 10 EXST ROOF / / COVER SYSTEM RAFTER ® 24" oc SECTION 5 SECTION 7 SECTION e W PROJECTION o ; MA 45s`2 06/30/10 (MAX c�r o MN 41s32 06/30/10 6.2 FSEE OR 3/ Z NTS RP- 3"=1'-O" RP- 3"=l'-O" RP- o ATTACHMENT & POST m U U U 4-#14 SMS ES CyL BEAM / Wr 14355 06/30/10 REQUIREMENTS OF POST o o W SC 23776 06/30/10 SEE LRP-26 FOR z o w POST BRACKET J U tz z w z ATTACHMENT WHEN L BEAM & POST a x MD 25455 07/24/10 2-A35 OR RAFTER TAILS ARE 5/8"0 HILTI HIT-RTZ 0 0 2-A34 REMOVED ADHESIVE ANCHOR ® z U a m o S IN PE o7/31/10 ROOF PANEL SIMPSON CL OR POST 3" Sp POST ' u m 10707912 TN 106313 07/31/10 COVER FRAMING STRUCTURALLY SYSTEM BRACKET(S) ADEQUATE s.2. 0 0 0 0 0 OD09164 07/31/10 LEDGER EP, SUPPORT, �\ o o 0 0 a Al m 31 to SEE TABLE 3 ( ) i CONCRETE FOOTING g < w EXST FACIA, BY OTHERS SLAB ® GRADE � � o 0 33006 / / (2X6 MIN) (OPTIONAL) / 081. 1 IL 006232 n/3o/10 NOTE: z a 0 GA EOJ015912/31/10 `\ w z N RE), 1. CENTERLINE OF COVER SYSTEM SHALL BE ABOVE THE CENTERLINE OF r o P 14953 12/31/10 A35. 3"=1'-O" o m� mow ND 5907 12/31/10 2. COVER SYSTEM PROJECTION SHALL BE LESS THAN 20'-0". m '-,�- Table 3 0 Off. °o W O (,`era o NM 11138 12/31/10 3. MAXIMUM DL OF COVER SYSTEM SHALL BE 2 PSF. WHERE DL OF z m w F� COVER SYSTEM EXCEEDS 2 PSF BUT IS LASS THAN OR EQUAL TO 5 PSF, Max.Allow.Eave Projection(EP) < NV 8677 12/31/10 MAXIMUM ALLOWABLE EAVE PROJECTION (EP) SHALL BE REDUCED BY 9". Rafter Patio Load( s '�E C] 10 w� a Size(in.) 10 20 30 40 �IpI NOTE: EE 55015 02/20/11 4. NOT FOR USE WITH EXIST TRUSSES. 5.00 2x4 Full 13 NA NA NA 7 }oohs 03/31/11 2x6 Notched 20 NA NA NA B SQUARE FOR FOOTINGSEE TABLE NDER STEP D DIMENSION. VII A2 " w ATTACHMENT @EXISTING EAVE 2x6 Full 27 16 NA NA LIT 3085605 0}/}1/11 SECTION 6 2x8Notched 33 23 NA NA DETAIL B 2x8 Full 41 29 22 NA V01 NOT WET SIGNED DOCUMENT HAS WA 28747 D4/02/11 NTS - NA-Not Allowed 1"=1'-0" - WET I NED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 PROFESSIONAL r1 ENGINEERING LICENCES STANDARD CONNECTION USE 1 " " 2-#16 ® EA 1 o 4/LRP-2 & A/LRP-2 # 0 ® 6 OC 2x RAFTERS ® 24 OC WOOD SH M N $ o EA SIDE OF RIDGE (ALL EDGES & FIELD) (SIZE PER IRC/FBC ® VALLEYIS RAFTER w PERSCRIPTIVE SPAN TABLES) w x FACIA 5/8"0 BOLT W/ 1/2" STRUCT I PLYWOOD = PLATE WASHER 2x RIDGE J = NY 080138 03/31/09 PANEL NOTE: SIMPSON A35 ® 24" OC LAMINATED ROOF PANEL J<w KY 24361 06/30/09 MAY USE ALTERNATE RIDGE BEAMS ":,.,R,::; < PROVIDED SITE SPECIFIC ENG IS '` ' o' 0 N N Zlu J RI 8724 06/30/09 PROVIDED BY A LICENSED P.E. _ w NY 17455 06/30/09 .I ALUM RIDGE BEAM AAC-757 - VA 0402 08/31/09 AAO-758 04153fi PA �- 09/30/09 Sd ® 6" OC 4-1/4 0 SIMPSON LTT20B (E) SHEATHING 6nz- SST BOLTS (ALL EDGE & FIELD) EA SIDE OF RIDGE TX 94362 09/30/09 ;; 4-#14 SMS (n 2-15/16"0 LAGS < DOUBLE TOP PL J v ALUM POST RAFTER Q MI 45880 10/31/09 BRACKET (E) O Lu ox 19405 10/31/D9 1/4"0 WSx3" LONG o 0 E ® 6" OC (THROUGH 3/8" MIN STRUCT I V) CO 34009 r 30 09 LEDGER INTO BLKG) 3"x3"x.120" SHEATHING LLl Z N H / / (NOT SHOWN IN SECTION) ALUM POST O Q Q Z Cn AL 25873 12/31/09 ii 2x4 ® 24" OC (MAX) LJ O a AR 13158 12/31/09 �i CL J o Q U CA S3107 12/31/09 w - 16d ® 6" OC U) ME 10495 12/31/09 n 10d ® 6" OC M0 030N78 12/31/09 " SIMPSON A35F - (E) RAFTERS Ms 16508 12/31/09 ® 24" OC NOTES: NC 29174 12/31/09 PANEL (E) SHEATHING 2x OR 4x RIPPED TO 1. AT CORNERS OF ROOF, USE DETAIL FOR ~ ¢ I o o a SEAM �i (E) DOUBLE TOP PL MATCH (E) SLOPE STUDIO ROOF ® EXIST RAFTERS TO FASTEN N J NE E-11328 12/31/09 ;� 2' (MIN) j PANELS & ATTACHMENT RAIL TO EXIST RAFTERS & p NEW VERTICAL STUDS. a a OH E-6466112/31/09 2x BLKG 4x BLKG RIPPED a m ATTACHMENT TO MATCH SLOPE 2. EXIST STRUCTURE SHALL BE INVESTIGATED FOR N 0R 16232PE 12/31/09 RAIL MAY USE 2x BLKG m c" _ ( STRUCTURAL ADEQUACY BY OTHERS. m IF IT CURRENTLY EXISTS) o m 0 x1 e977 12/31/09 LEDGER ;; w w a ii Z Y w W N w < I U Q o CT YPE5B58 01/31/10 (E) STUD WALL V w a F 1A 33435 03/31/10 O W U !n O o (E) SHEATHING o n 0 so 9483 03/31/10 PLAN ALUM POST m m m HI PE-6798 04/30/10 BASE/CAP 'o w 5 2 =o 0. m NEW EXIST 4- 14 SMS z o a T z SD ID 9280 04/30/10 ¢ 3 m c�(E) PLYWOOD CL o m KS 15484 04/30/10 1/2" MAX SHEATHING • .~._ �wmN o NH 109W 04/30/10 1Od 1 OC �o 24GE0 rn=oz v NJ 4545200 04/30/10 STANDARD CONNECTION mill m 0. N SEE SECTIONS 3/LRP-2A, 2x BLKG 0 DE 14198 06/30/10 4/LRP-2A & DETAIL 1-5/8- HILTI HIT—RTZ ADHESIVE MA 45542 06/30/10 A/LRP-2A FOR BALANCE ANCHOR ® CL OF POST o OF INFO z w K ae;oe v SEE LRP 2A E FOUNDATION s w MN 41532 06/30/10 ( ) p J 52 FOR FTG REQUIRED u o a MT 14355 06/30/10 w p t 2-5/16"0 LAGS W/ 3" MIN m z p SC 23776 06/30/10 EMBED INTO RAFTER TAILS a w w (24" OC MAX SPACING) z w < w MD 25455 07/24/10 SIMPSON A35F a m ® 36" OC z u a mm o 0 PE IN 10707812 07/31/10 2x LEDGER TN 106313 07/31/10 DEPTH TO MATCH ROOF (E) STUD WALL 0 b e N + w yr 018 07/31/10 THICKNESS 00D9164 I OR GREATER l o o 0 w xt 33384 07/31/10 Z -006 SECTION SECTION Il 006232 11/30/10 — O o GA PE030159 12/31/10 FFREY G IA 14953 12/31/10 ci ''' =z .• °_' NO 5907 12/31/10 STUDIO ROOF @ EXIST RAFTERS TIE-BACK @ RIDGE BEAM 0v) NM 111)8 12/31/10 3"=1 -0" 1 1/2"=V-0" Z u1 W00- wp (� �O ' •� tl� / NV 9677 12/31/10 V 1,0 x < V. FL 5W15 02 28 11 p7 , AZ 30066 03/31/11 0Y in UT 3085605 03/37/11 0 IF NOY WET SIGNED DOCUMENT HAS WA 28747 04/02/11 SIG ED WITH BLUE INK EMBOSSED CORPORATE SEAL i X REVISED 02/23/09 PROFESSIONAL M ENGINEERING 110ENCES STEP I-DEFINE DESIGN PARAMETERS o 1 0 W � A. CONTACT LOCAL JURISDICTION FOR ALL PARAMETERS B. DEFINE GOVERNING DESIGN CODE—SELECT ONE IBC,IRC and ASCE 7-"Applied"Vertical Wind Loads 5.2. N NY oeo,3e 03/31/09 Speed MPH 1. UNIFORM BUILDING CODE(UBC) Exposure Component Direction of Basic Wind S KY 24361 0e/30/09 Load 85 90 100 110 120 130 _ 2. INTERNATIONAL BUILDING CODE(IBC) Upward 18 20 25 30 36 42 RI 8724 06/30/09 B Roof System w 3. INTERNATIONAL RESIDENTIAL CODE(IRC) Downward 7 8 0 12 14 16 o wv I— 06/30/09 U ward 22 25 30 37 44 51 4. FLORIDA BUILDING CODE(FBC) C Roof System VA 0402 08/31/09 Downward 8 9 12 14 17 20 041536 5. OTHER PA FE- 09/30/09 (1) FASTEST MILE WIND SPEED 677z- C. DEFINE BASIC WIND SPEED(MPH)—SELECT ONE z (2) UPLIFT PRESSURES MAY BE REDUCED BY 25 PERCENT FOR ENCLOSURES Tx 943e2 09/30/09 GOVERNING LESS THAN OR EQUAL TO 10 FEET / / JURISDICTION BASIC WIND SPEED(MPH) (3) 3-SECOND GUST SPEED w MI 45880 10 31 09 OK 19405 10/31/09 IBC, IRC& } — o 90 100 110 120 130 140 150 0 � CO 34009 11/30/09 FBC 85 L� UBC 70 75 80 90 100 110 120 130 F. DETERMINE APPLIED DOWNWARD ROOF LOAD: o m AL 25873 12/31/09 0 1. LOCATED APPROPRIATE TABLE FOR ROOF DEAD LOAD(DL). USE DL=2 PSF AR 13158 12/31/09 1. IBC,IRC&FBC WIND SPEEDS ARE FOR 3-SEC GUST SPEED FOR COVERS WITHOUT ROOFING. USE DL=5 PSF FOR COVERS WITH UP C a TO 3 PSF ROOFING. S3107 12/31/09 2. UBC WIND SPEEDS ARE FOR FASTEST MILE SPEED ME 10495 ,z/31/09 D. DEFINE"BASIC"DESIGN ROOF LOAD 2. LOCATE APPROPRIATE ROW FOR APPLIED WIND PRESSURE. s.z. Mo EN 12/31/09 1. PATIO LIVE LOAD—SELECT ONE 3. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. Applied Downward Roof Load 030178 4. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW AND D Applied Roof Loads(Maximum of Live and Snow Loads)-(psf) Ms 165M 12/31/09 a. 10 PSF COLUMN IS THE"APPLIED DOWNWARD ROOF PRESSURE". Downward Nc 29174 12/31/09 b. 20 PSF EXAMPLE: Wind Load Live Loads Snow Loads a = o NE E-11328 12/31/09 2. ROOF SNOW LOAD—SELECT ONE GIVEN: (psf) 10 20 20 5 30 35 40 45 50 55 `� oN E-64661 12/31/09 a. 0 PSF DL=2 PSF 0 15 25 25 30 35 40 45 50 55 60 < a m OR 16232PE 12/31/09 b. 10 PSF ILL=10 PSF 10 18 25 32 42 47 52 57 62 67 r m N 5 25 25 35 0 45 50 55 60 65 70 m c. 20 PSF SL=20 PSF Z m o wr 8977 12/31/09 31 31 41 48 53 58 63 68 73 CT PE" 01 }, 10 d. 30 PSF WLDOwNWARD=10 PSF(IBC,90 MPH EXP B) 25 38 38 48 50 53 56 61 66 71 76 co 3 zsasa / / 30 44 44 54 57 59 62 65 70 75 80 Uj Uj a w a ~ LA W435 03/31/10 e. 40 PSF SOLUTION: 35 51 51 61 63 66 68 71 73 78 83 U N n SD 9483 03/31/10 f. 50 PSF THE"APPLIED DOWNWARD ROOF LOAD"IS 29 PSF. 40 57 57 67 70 72 75 77 80 82 86 �, x g. 55 PSF 45 64 64 74 76 79 81 84 86 89 91 o m a RI PE-6798 04/30/10 50 70 70 80 83 85 88 90 93 95 98 o �<�io m E. DEFINE EXPOSURE CATEGORY—SELECT ONE 5. FOR APPLICATIONS WITH FANBEAMS INCREASE"APPLIED DOWNWARD s ID 9280 04/30/10 ROOF LOAD"BY 2 PSF. 55 77 77 87 89 92 94 97 99 102 104 C=¢ 3n m N 1. EXPOSURE B KS 154" 04/30/10 60 83 83 93 96 98 101 103 106 108 111 ,a NH 10980 04/30/l0 2• EXPOSURE C Applied Downward Roof Load O WZ O N, O 1.Assume Roof Dead Load of 5 psf I �0o . z4cEo 3. EXPOSURE D lied Roof Loads Maximum of Live and Snow Loads ��I)' 1w= N3 4545200 04/30/10 Downward APp ( ) (psf) 2 Value in Table is Maximum for Alternative Basic Load Combinations DE ,4,98 oe/3o/,0 NOTE,NOT REQUIRED FOR UBC JURISDICTIONS Wind Load "ve Loads w Loads defined in Code. MA 45542 06/30/10 (Psf) 10 �20 20 25 35 40 45 50 55 w < "> MN 41532 06/30/10 STEP II-DETERMINE"APPLIED" LOADS 0 12 22 27 32 37 42 47 52 57 o a M7 14355 06/30/10 10 15 22 29 3 39 44 49 54 59 64 U 0 A. SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE.USE 15 22 22 7 42 47 52 57 62 67 = Sc 23776 06 30 10 u 2 o w ^ '- / / ASCE 7-02 FOR FBC. 20 28 28 38 41 45 50 55 60 65 70 g g Z ; W Mo 25455 m/z4/10 25 35 35 4 7 50 53 58 63 68 73 a 0 o o B. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED. 3 a F 30 41 41 1 5 56 59 62 67 72 77 i <_ o 0 0 0 0U IN 1070791207/31/10 C. LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE,COMPONENT 35 48 481/58 60 63 65 68 70 75 80 > N TN 106313 07/31/10 AND DIRECTION OF APPLIED LOAD 40 54 54 64 67 72 74 77 79 83 m ola o7}i 10 D. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROWS AND 45 61 6 71 73 76 78 81 83 86 88 0009164 / / COLUMN ARE THE DESIGN UPWARD&DOWNWARD WIND LOADS. �sn 67 77 80 82 87 90 92 95 xT 300fi 07/31/10 E. ENTER DESIGN PRESSURES BELOW 74 74 84 86 89 91 94 96 99 101 r V N P. 081. „/}0/10 80 80 90 93 95 98 100 103 105 108 o 006232 1. ROOF LIVE LOAD(LL) PD GA PE030159112/31/10 2. ROOF SNOW LOAD(SL) 1.Assume Roof Dead Load of 2 psf � N c t 3F�FRE 3. ROOF WIND LOAD-UPWARD(WLOP) a y��9�..� A 14953 12/31/10 2 Value in Table is Maximum for Alternative Basic Load Combinations o _ '��r` S 4. ROOF WIND LOAD—DOWNWARD(WLDOWN) 0 g c,2 oN �1C `i No 5907 12/31/10 defined in Code. m P 0 �► y « Q = cr' W 6-Ai o o NM 11138 12/31/10 5.2. = 0 NV 8677 12/31/10 V a LI w� 7 o in G O o FL 55015 02/28/11 ~ �Alo 1 AZ 30066 03/31/11 •�a. in U7 3085605 0}/}1/11 V01 IF NOT WET SIGNED DOCUMENT HAS wA ze7u o4/o2/n WE IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i X REVISED 02/27/09 PROFESSIONAL M ENGINEERING LICENCES STEP III- DETERMINE MAXIMUM PANEL SPAN o Z 0 V I a A. LOCATE APPROPRIATE TABLE FOR DESIRED PANEL AND SKIN CJ x THICKNESS. �/ w NY 080136 03/31/09 B. LOCATE APPROPRIATE ROW FOR THE APPLIED UPWARD ROOF J PRESSURE. �VaJ KY 24361 06/30/09 C. LOCATE THE APPROPRIATE COLUMN FOR THE APPLIED DOWNWARD in z N ROOF PRESSURE. - RI 8724 06/30/09 a Z D. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW AND �01 YN 17455 06/30/09 COLUMN IS THE"ALLOWABLE PANEL SPAN". 0402 VA 041536 01/31/09 PA 72_ 09/30/09 Allowable Span Table and Uplift Fastener Spacing Tx 94382 09/30/09 3.0 inch-0.024"-1.Spcf EPS-0.024" Applied Uplift Applied Downward Pressure for Design Applied Uplift NOTES: MI LI 45880 10 3t o9 n Wind Pressure Basic Load Case Wind J / / o Spacing o pressure for (1) ROOF PANELS ARE INTENDED FOR USE WITH A PATIO ENCLOSURE AS r Design Patio Live Load Snow Load Fasteners DEFINED IN APPENDIX CHAPTER I OF THE INTERNATIONAL BUILDING CODE, 5.01 OK 19405 10/31/09 O. IEO Design APPENDIX CHAPTER H OF THE INTERNATIONAL RESIDENTIAL CODE AND THE >_ = o m 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf FLORIDA BUILDING CODE. y N 10 f 16'-8" 7" 10 psf Tn CO 34009 11/30/09 u W c - ALL SUPERIMPOSED LOADS PRESENTED ABOVE ARE UNIFORM IN NATURE. 5.01 LLI y LL 15 ps 15'-3" 13'-I" 5" 15 psf CONSIDERATION SHALL BE GIVEN TO NON-UNIFORM LOADS SUCH AS AL 25873 12/31/09 o a„ 1 1'-9" O Q 20 psf 13'-7" 4" 20 psf THOSE ASSOCIATED LLB SNOW BUILD-UP AND AREAS OF M O 10'-8" 9'-10" DISCON7INUIT!FOR WIND LOADS. F- o ••t 25 psf 12'-4" 12'-4" 9'-2" 8'-8" 4" 25 psf c AR 13158 12/31/09 . .'_' 8'-2" T-8" d O 3 30 psf -6" 11'-6" 1 V-6" 7'-4" 3' 30 psf (2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE DIFFERENTIAL a CA S3107 12/31/09 Pi 35 psf 1 10'-9" 10'-9" 3" 35 psf BETWEEN THE TWO PANEL SKINS OF 10 DEGREES FAHRENHEIT. J 0 40 psf 9'-4 9'-4" 9'-4" 9'-4" 9'-4" 3" 40 psf p (3) 1t 14 SMS WITH 1.0"DIAMETER PLATE WASHER AND NEOPRENE INSERT. ME 10495 12/31/09 45 psf 8'-q" 8'-4" 8'-4" 8'-4" 88 8'-4" 8'-4" 3" 45 psf LENGTH OF SCREW SHALL BE A MINIMUM OF 1'LONGER THAN THE 50 psf 7'-6" '-6" 7'-6" 7'-6" 7'-6" 7'-6" 7'- 7'-6" 7'-6" 3" 50 psf THICKNESS OF THE LAP. ALLOY AND MINIMUM THICKNESS OF HEADER MO EN 12/31/09 55 5f SHALL BE 6063-T6 AND 0.062 INCHES,RESPECTIVELY. o3 17a P 6'-9" 6 " 6'-9" 6'-9" 6'-9" 6'-9" -9" 6'-9" 6'-9" 6'_9" 3" 55 psf o (4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY. o Ms 16508 12/31/09 INCREASED SLOPES WILL BE REQUIRED WHERE PANEL ACCESSORIES, No Allowable Span Table and YJAft Fastener Spacing SUCH AS MULLIONS OR FLASHING,CAN INCREASE PONDING CAUSED BY U :2 1 Z 7 NC Q O 29174 12/31/09 IRREGULARITIES 1N THE WATER FLOW PATH. r O 3.5 inch-0.024"- .Spcf EPS-0.024" NE E-1 t326 12/31/09 o Applied Uplift Applied Downward Pr sure for Design Applied Uplift (5) WHERE ACCESSIBILITY ABOVE THE ROOF SYSTEM IS LIMITED,ROOF to FASTENERS MAY BE'A'DIAMETER STAINLE55 STEEL BOLTS WITH 1.0- n Basic L d Case Wind L/1 of p Wind Pressure Spacing Of DIAMETER WASHERS AND NEOPRENE INSERTS INSTALLED FROM THE Q 0- o OH E-64661 12/31/09 G for Desi n Patio Live Load Snow Load Pressure for UNDERSIDE OF THE ROOF. Q m 9 Fasteners Design N Q 10 psf 20 psf 20 OR 16232PE 12/31/09 L 0.m P P psf 2 sf 3 psf 35 psf a0 psf 45 psf 50 psf 55 psf m m u W c 10 psf 18'-4" 7" 10 psf >_ o o m W 8977 t2/31/09 u a 15 psf 17'-0" l4'-6" 5" 15 psf z Z Y a M, 0. 13'-3" PEN / / t+j N z 20 psf 15'-1" 12'- 4" 20 psf O z O ci 25856 01 3t t0 ,.i t 25 psf 13'-10" 13'-10" 11'- 10'-7" 4" 25 psf w � = U < v° a_ 10'_0" g'_4" o IA 33435 03/31/10 = ; 30 psf 12'-10" 12'-10" 12'-10" T-0" 8'-7" 3" 30 psf o N n 35 psf 1 12'-1" 12'-1" 12'-1" 12'-1" 3" 35 psf d SO 9483 03/31/10 c 40 psf 11'-3" 11'-3" 11'-3" 11'-3" 3" 40 psf G=�+ m r N 45 psf 10'-0" 10'-O" 10'- 10'-0" 10'-0" 10.-0 3" 45 psf HI PE-6798 04/30/10 =7 m m m 50 psf 9'-0" 9'-0" 9' ., 9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 3" 50 psf p a 1 m m 55 sf 2" 55 psf U2 O mj ID 9280 04/30/10 p B'-1" 8'-1" -1' 8'-1" 8'-1" 8'-1" -1" 8'-1" 8'-1" 8'-1" P —_j Cr 3n m a I R a O m xam K5 15464 04/30/10 Allowable Span Table and Uplift Fas er Spacing W Z �w N o NH 10980 04/30/10 4.0 inch-0.024"-1.Sptf EPS-0.0 a R w°a o Applied Downward Pressure for Desi n Applied Uplift w Sao � i Applied Uplift m Nwm PP 9 will- x NJ 54520 01/30/10 a Basic Load Case Wind m w�a tQi N 4545200 n Wind Pressure Spacing o u � o ressurefor o for Design516-4' Load Snow Load Fasteners DE 14198 06/30/10 o E Design n+ rn m 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 0 psf 55 psf MA 45542 06/30/10 u Luc 10 psf 7" 10 psf 4 c'G LL 15 psf 15'-B" 5" 15 psf w � MN 41532 06/30/10 o CL., 14'-2" 20 psf 4" 20 psf MT 14355 06/30/10 V")r 25 psf 15'-0" I5'-01, 13'-0" 12'-0" 11'-2" 3" 25 psf 3 30 psf 13'-10" 13'-10" 13'-10" 10'-6" 9'-101, 9'-4" _ 3" 30 psf 12 z a w sC 23776 06/30/10 N 35 Px 13'-0" 13'-0" 13'-0" 9 3" 35 psf o o' w o o m a w c 4 Psf 12'-3" 12'-3" 12'-3" 12'-3" 3" 40 psf o w MD 25455 07/24/10 5 psf 11'-1" 11'-1" 11'-1" 11'-1" I1'-1" 11'-1" 2" 45 psf a N o w w o ;`a PE IN 07/31/l0 50 psf 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 2" 50 psf " " " o a 10707912 55 psf 9'-1" g'-1" g'-1.. g'-1" g'_1" 9'-1.. 9,-1" 9'-1" g'_1,� 2" 55 psf m IN 106313 07/31/10 v 016 07 31 10 Allowable Span Table and Uplift Fastener Spacing lo IS .1w ] 0 a 0009164 / / 6.0 inch-0.024"-1.5pcf EPS-0.024" M 33384 Applied Uplift 07 31 10 _ Applied Downward Pressure for Design Applied Uplift o 0 o n a Q 5 / / -006 a Basic Load Cas Wind + a aet Wind Pressure 1L 11/30/10 o for Design Patio Live Load Snow Load Spacing of Pressure for ci o 0 006232 9 Fasteners DesignIle GA E030159 12/31/10 y1 m 10 psf 20 psf 20 psf 25 psf 30 psf 3 psf 40 psf 45 psf 50 psf 55 Psf w C=1 t7 u W a IL 10 psf 7" 10 psf g `: w 14953 12/J1/o 5'ali 15 psf 23-0' 20'-4" 4" 15 psf a W �2 ��7� �� 4'''P o a 20 psf 21'-9" 181-2 16'-4" 3" 20 psf m C,2 o vUi NO 5907 12/3 10 W L! O 0 A ,I j .I t 2 sf 19'-4" 19'-4" 15'-1" 3" 25 psf Q �.. w J 0(.� o 0 17'-7" 17'_7" E7' 7" 14'-0" 13'-1" 3" 30 psf tOa o NM 11138 12/31/10 - P z N Q.. w 0 }•� H 12'-4" 11'-9" 11'-3" - N Psf 16'-3" 16'-3" 16'-3" 16'-3" 2" 35 psf a w NV 8677 12/31/10 0 40 psf 15'-2" IS'-2" 15'-2" 15'-2" 2" 40 psf U a g w� 45 psf -3 N P 14'-3" 14'-3" 14'-3" 14'-3" 14'-3" 2" 45 psf H FL 55015 02/28/11 50 5f 14 v P 13'-6" 13'-6" 13'-6" 13'-6" 13'-6" 13'-6" 2" 50 psf AZ 30066 03/31/11 55 psf 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 2" 55 psf I LIT 3085605 03/31/11 V01 IF NOT WET SIGNED DOCUMENT HAS wA z67a o4/o2/n WE,T IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i RLYISED 02/23/09 PROFESSIONAL W n ENGINEERING LICENCES STEP III— DETERMINE MAXIMUM PANEL SPAN z � o 1 o A. LOCATE APPROPRIATE TABLE FOR DESIRED PANEL AND SKIN 0. m _ D THICKNESS. to 01 W B. LOCATE APPROPRIATE ROW FOR THE APPLIED UPWARD ROOF J NY oeoue 03/31/09 PRESSURE. <J N Kr 24361 06/30/09 C. LOCATE THE APPROPRIATE COLUMN FOR THE APPLIED DOWNWARD Z RI 8724 06/30/09 ROOF PRESSURE. J W D. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW AND wa 17455 06/30/09 COLUMN IS THE"ALLOWABLE PANEL SPAN". �VA041536 DB/31/09 /'p/ Allowable Span Table Notes: PE TX 94362 D9/30/09 3.0 inch-0.024"-1.5pcf EPS-0.024"with Fan Beam Insert Applied Downward Pressure for Design Applied Uplift Applied Uplift g (1) CONSIDERATION HAS BEEN GIVEN TO THE ADDITION OF ONE(1) MI 45880 10/31/09 7 Basic Load Case Wind CEILING FAN PER 4'WIDE PANEL WITH A MAXIMUM FAN W EIGHT OF 50 1.1 n Wind Pressure La o POUNDS. THEREFORE,THE ALLOWABLE LOADS PROVIDED ABOVE for Design Patio Live Load Snow Load Pressure for N E oX 19405 10/31/09 o Design ARE IN ADDITION TO THE WEIGHT OF THE CEILING FAN. In 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf N Q N co 34OD9 11/30/09 u w m 10 psf 16'-8" (2) SEE LRP-4A FOR ADDITIONAL NOTES. 10 Psf m J $ m AL 25873 12/31/09 15 psf 15'-1" 10'-6" 9' 13'-1" 11'-7" 15 psf 0p Z m o IS -8" a 20 psf 13'-4" 9'-0" 8'-4" 7'-10" 20 psf Q M 1n y 7,_6., 7,_1„ �� a 25 psf d AR 13158 12/31/09 "' 25 psf 10'-9" 10'-9" 10'-9" o 30 psf 9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 30 psf CA S3107 12/31/09 n 35 psf 7'-8" 7'-B" 7'-8" 7'-8" 7'-8" 7'-8" 7'-8" 7'-8" 35 Psf 0 40 psf 6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-B" 6'-8" 6'-8" 6'-8" 40 psf ME 10495 12/31/09 45 psf 5'-SO" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 5'-10" 45 psf 3" MO EN z/31/o9 50 Psf 5'-3" T-3" 5'-3" 5'-3" 5'-3" S'-3" 5'-3" 5'-3" 5'-3" 5'-3" 50 psf 030t78 55 psf q_g" 4'_g' q'_g" 1 4'_9" 4'-9^ 4--g^ 4'-9" 4--9'- q'_g" 4'_9" 55 psf MS 16508 12/31/09 GL o Allowable Span Table IPANEL F- o l 3 o h INc 29174 12/31/09 �- Q p O a 3.5 inch-0.024"-1.5pcf EPS-0.024"with Fan Beam Insert °'°•t=:°e °• °'°I°•°° ° = N D NE E-11328 12/31/09 Applied Downward Pressure for Design Applied Uplift °: Ln o Applied Uplift Basic Load Case Wind r4 Wind Pressure N a- b OH E-64661 12/31/09 o for Design Patio Live Load Snow Load Pressure for d \ ¢ Q m E Design o°co;o°°°oo°•°o°oh'o°: OR 16232PE 12/3t/09 M1 A 10 Psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf ,a•;�°�°ea° '° mIL W r wr 8977 1z/3t/a3 W 10 psf 18'-3" 10 Psf °o°•o 0 4;":60°o 0 0 o m o 0 15 psf 16'-9" 14'-4" 15 psf o °O w w m o.u. 20 psf 15'-0" 13,_0" 11'-10" 11,0„ 10'-3" 9'-8" 20 sf 8••°'0<o°° o •0 •o op a'8 z z Y w a n Q w Q o PEN 1n p - P c� w w 25858 01/31/10 MI = 9'-1" 8'-8" 8'-3" .._ 25 psf 13'-4" 13'-4" 25 psf w � u 33435 03/31/10 - ; 30 psf 11' 30 psf o o c n o N 35 psf 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" [35 psf t=0.060 d N s0 9483 03 31 to o ALUM 6063-T6 / / 40 psf 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 40 psf I�y in N o FULL LENGTH OF PANEL a 45 psf 7'-3" 7,_3„ 7'_3^ 7'_3" 7'-3" 7'-3" 7'-3" 7'-3" 7'-3" 7'-3" 45 psf HI PE-6798 04/30/10 =7 m m m 50 psf 6'-7" 6'-7" 6'-7" 6'-7" 6'-7' 6'-7" 6'-7" 6'-7" 6-7" 6'-7" 50 psf s5 psf 5'-10" 5'-10° s-10" 5'-10" s'-10" 5'-10" 5'-10" 5'-10" 5'-10" s'-10" 55 psf NPTINNAL FAN BEAM o ID 9280 a/3o/l0 DETAIL KS 04/30/to Allowable Span Table ,i= o 4.0 Inch-0.024"-1.Spd EPS-0.024"with Fan Beam Insert NTS - o o NH 10980 04/30/10 '''' N Applied Uplift Applied Downward Pressure for Design Applied Uplift _III 00 / / z 24GE0 04 30 10 O Basic Load Case Wind m N2 a w 4545200 tN Wind Pressure vt o Pressure for i c for Design Patio Live Load Snow Load Design 0 DE 14198 06/30/10 1n E 10 Psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf ul MA 45542 06/30/10 y Maj m 10 psf 19'-8" 10 psf F o 15 psf 17_g 15'-6" 13'-10" 15 Psf z '> MN 41532 06/30/10 0 06 IL 20 5f a N t P 15'-2" 15'-2" 11'-7" 20 psf F 10'-9" 10'-1" 9'-7" o N a MF 14355 06/3o/to ''= 25 psf 13'-7" 13'-7" 13'-7" 9'-0" 8'-7" 25 psf u �_ ' ; 30 psf 12'-3" 12'-3" 12'-3" 12'-3" 30 psf > > o ~ SC 23776 06/3o/to n 35 psf 10'-9" 10'-9" 10-9- 10'-9" 10'-9" 35 psf o w o c 40 psf 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 9'-4" 40 psf x m w i " i Z u r � MD 25455 07/24/10 45 psf 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" W-3" 8'-3" 45 psf a o it G W O a - z 0 w PE 50 Psf 7'-1" 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" 50 psf i� m o Ei o U a IN 1mo79u 07/31/10 55 psf 6-9•' 6•_9" 6'_9" 6'_9" 6_9" 6-_9-' 6-_g•• 6'-9" 6'_9" 6'-9" 55 psf r N m TN 106313 07/31/10 ~ ~ ~ ~ ~ ~ Allowable Span Table o o 018 a ° VF 0009164 07/3t/to 6.0 inch-0.024"-l.5pcf EPS-0.024"with Fan Beam It o 0 0 o o w xt 33384 o7/31/to PP P- Applied Uplift Applied Downward Pressure for Design Applied Uplift v o o © Z -o06 Basic Load Case Wind � N Wind Pressure i o Pressure for IL 062 11/30/10 c for Design Patio Live Load Snow Load ci c ao6z3z Design z Z � E 10 Psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf u O '=4x'E, GA E030159 12/31/10 HQ. A i O 1 ; H u UJI m 10 psf 23'_0" 10 Psf r N "3(G�Q'Et N 1053 12/31/10 'ri m 15 psf 20'-7" 16'-9" 16'-9" 15 Psf z n LL 20 psf 17'-7" 17'-7" 15'-2 13'-10" 20 psf m rc z ) �� 2 NO 5907 12/31/10 b '� 12'-10" In F 0 0 .4" 25 psf 15'-8" 15'-8" 15'-8" 12'-1" 25 psf 30 psf 14'-2" 14'-2" 14'-2" 14'-2" 11 4' 10'-10" 30 psf o NM 11138 12/31/10 7 10'-4" _Ifs N _ N 35 psf 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 35 psf a Q1 I— Nv e677 Iz/31/10 c 40 psf 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 40 psf U 45 psf 11'-6" 11'-6" 11'-6" 11'-6" 11'-6" 1 V-6" 1 11'-6" 45 psf FL 55015 02/28/11 50 psf 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 10'-10" 50 Psf $74 $ SS psf 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 55 psf La - o AZ 30066 ]03/31/11 UT 3085605 V D IF NOT WET SIGNED DOCUMENT HAS WA 28747 WE SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 {S! STATE °i „ `X" `di S, iO �" oNJ, Qq NUMBER Y D ! - - - - - N- o 0 0 0 o a o a o 0 o R P Y R a o o m �o o u u ti u u u U u u u u u ti � - - - - - u u u u u u u u u 4 4 u u u m $ i `dam � �d �d \d \ o EXP. DATE m 3.0-inch 0.024"- 1.5 pcf EPS/ 0.024" ¢� with "Sun-Ray"Skylight N z f D m O O � m m W W W N N N r •+ � a 9 o r V/ VI N O Do N N O 9. ut O O 9 4:°�::':a'•�o:�' � o ut o 0 o vi o 0 0 o p •• •:�° I a v v a a a v a o a N R r oe •Lw .oip r m0 �b'• :e " a o CO g 40 04 z D O _ _ ^ �n3 oa°° ZO O O, m m O O r H O =D~ O n CD D r a o w o m a n (� m = T f 2 II''--���� Z D� I � I D z _O IN Trl ® U N O /--) r A W r Z ? O w W a N W M D O C o To 0 2 W r c rr 0 N O g _• p N 'n- i GI iv N „ G c A W A r ? ut �a VI a N A 9 � C71N C M = N o p 9 a O ff n (D ^ a 0 0 4 Y o D u oa o D �W m Z :°'I't•:••yyr� a •� O� O� Oi Oi N N O O O � j � 9 c O lA W N W N r ~' Q u F ry•O aJ U1 O O to O A N � oaa 9 O TJC AND ASSOCIATES,INC. C ATE STRUCTURAL ENGINEERING DGNEAQR 2 2 2009 EXPIRES 6 MONTHS AFTER DATE SIGNED TE,01 Z ^n n ,3 ticin i clz � m� �m m-I ON mO mZ Om OnO c, 5.00 07/07 TJC CLARK COUNTY COMMENTS 00 OD 4.00 05/07 TJC 2006 IBC UPDATES DESIGNED BY: TJC SHEET NO. 2.31 07/06 TJC BORDER EDIT �IE1NlS USR ARP ROOF SYSTEM ym DRAWN BY: ADM I; 0 12/05 TJC OPTIONAL SKYLIGHT PANEL BUILDING PRODUCTS _ THIS BAR LRP-4 10/05 TJC CLIENT COMMENTS CHECKED BY: SCALES EXACTLY 227 SOUTH TOWN EAST BLVD. DNE INCH AT D 04/04 TJC ORIGINAL SET MESQUITE, TX 75149 SCALE: AS SHOWN SUN-RAY SKYLIGHT(OPTIONAL) FULL SCALE r PHONE: (800) 827-6045 REV. DATE BY ICOMMENT FAX: (972) 882-8818 DATE: APRIL 2004 SHEET 9 OF 13 X:\TJCAA - Standard Plans\2003 Projects\30301-MUI, Enclosure STP Engineering\LRP Revision 5.2.0\STR\ 303001 - MUBP, LRP Standard Pion 12/19/07 16:43 ondria XREFS. ljca-bdr, 1JCAA Stamp List Insert PROFESSIONAL r� ENGINEERING LICENCES STEP III-(CONTINUED) o � O Allowable Span Table and Uplift Fastener Spacing Notes: J N NY 080138 03/31/09 3.0 inch-0.032"-1.Spcf EPS-0.032" J w Applied Uplift Applied Downward Pressure for Design Applied Uplift (1) SEE LRP-4A FOR ADDITIONAL NOTES. < a< KY 24361 06/30/09 ry i Basic Load Case Wind m N M Wind Pressure Spacing o z z o Pressure for n RI 8724 06/30/09 c E for Design Patio Live Load Snow Load Fasteners Design P v 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf z�` 0 W✓1 17455 06/30/09 Lam 10 psf 1B'-3" T' 10 sf u w c P P VA 0402 `u 1i 15 psf 16'-10" 14'-4" 5" 15 psf 041536 /31/ 12'-9" �N � 20 psf 15'-1" 4" 20 psf PA - �- D9/3o/09 ..r 11'-8 25 psf 13'-8" 13'-8" " 10'-9" 3" 25 psf 6 30 psf 12'-8" 12'-8" 12'-8" 10'-1" 3" 30 psf N x 94362 09/30/09 M iv 3 35 psf 11'-SO" il'-SO" 11'-10" 9'-6" 8'-10" B'-6" 8'-1" 3" 35 psf ` 0 40 psf 11'-3" 11'-3" 1 V-3" 11'-3" 2" 40 psf MI 45W 10/31/09 C W 45 psf 10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 2" 45 psf OK 19405 to/3t/09 50 psf 10'-2" 10'-Z" 10'-Z" 10'-2" 10'-2" 2" 50 Psf >- ] E 55 psf g•_g" 91-91, g,-g" g,_g" 91-9" 91-91. 2" 55 psf In V) in c0 34009 11/30/09 Lt LL AL 25873 12/31/09 Allowable Span Table and Uplift Fastener Spacing 0 mQ 3.5 inch-0.032"-1.5pcf EPS-0.032" f- ` AR 13158 12/31/09 Applied Downward Pressure for Design Applied Uplift 0_ iv Applied Uplift Basic Load Case Wind CA S3 09 107 12 31 ^� Wind Pressure Spacing o / / o Pressure for o E for Design Patio Live Load Snow Load Fasteners Design , ME 10495 12/3t/o9 H y 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf m 10 psf MO EN 12/31/09 e` A P 20'-6" 7" 10 psf o3ov6 y U. 15 psf 19'-1" 16'-2" a" 15 psf - Ms 16500 12/31/09 ,� 20 psf 17'-0" 14'-6" 3" 20 psf .+ 25 psf 15'-6" 15'-6" 13-2" 12'-2" 3" 25 psf Q-iv 3 z NC 29174 12/31/093" 30 psf d- 30 Psf 14-4 14-4 14-4 11-4 10' O O -8 10-2 9-7 9-2 na N 35 psf J M P 13'-6" 13'-6" 13'-6" 2" 35 psf � NE E-11328 12/31/09 O 40 psf 12'-8" 12'-8" 12'-8" 12'-8" 2" 40 psf N FE OH E-64661 12/31/09 O 45 Psf 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 2" 45 psf < < m 50 psf 11'-6" 11'-6" 11'-6" 11'-6" 11'-6" 2" 50 psf OR 162321E 12/31/09 55 psf 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 2" 1 55 psf GO m `V } o m o wr 8977 12/31/09 Lj Allowable Span Table and Uplift Fastener Spacing z z Y w d cl 258 01/31/10 4.0 inch-0.032"-1.5pcf EPS-0.032" v1 Q w ¢ o Applied Downward Pressure for Design Applied Uplift Applied Uplift a o c7 v of T Ui o w Wind IA U435 03/31/10 iv Basic Load Case o Wind Pressure Spacing of pressure for 0 for Design Patio Live Load Snow Load Fasteners a SD 9483 03/31/10 0 M Design m m rn y 10 psf 20 psf ZO psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf U HI PE-6798 04/30/10 L d m 7 m m m y Y! c 10 psf 21'-10" 7" 10 psf 'G U. IS psf 20'-4" 17'-3" 4" 15 psf 4:/7 O z,�N ra ID 9280 01/30/10 6�, 15'-6" v N 20 psf 18'-2" 3" 20 psf IZ a x KS 15484 04/30/10 t Sa'-2 25 psf 16�-7" 16'-7" " 13'-1" 3" 25 psf 4—o x�m o z 30 psf 15'-4" 15'-4" 15'-4" 12'-2" 3" 30 psf �� ��v^ o NH 10980 04/30/10 N ; 11'-6" 10'-101, 10'-3" 9'-9" o N s lv m „ M 35 psf 14'-4" 14'-4" 14'-4" 2" 35 psf -+ o z O 40 psf �III5 ^wox 5 24GE0 0t/3o/t0 o P 13'-7" 13'-7" 13'-7" 13'-7" 2" 40 psf m s a NJ 4545200 45 psf 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 2" 45 psf o OE 14198 06/30/10 50 psf 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 2" 50 psf 55 psf 11'-9" 11'-g" I1'-9" 11'-9" 11'-9" 11'-9" 2" 1 55 psf MA 45542 06/30/10 0 F _ MN 41532 06/30/10 Allowable Span Table and Uplift Fastener Spacing z 6.0 inch-0.032"-1.5Pcf EPS-0.032" o WT 14355 06/30/10 - Applied Downward Pressure for Design Applied Uplift Applied Uplift o z z i i4 Basic Load Case Wind M Wind Pressure Spacing o > > o i i SC 23776 06/30/10 O Pressure for o - c for Design Patio Live Load Snow load 0 0 E Fasteners Design " m a U U < z MD 25455 07/24/10 Lam 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf a o o �' L' z o w PE u w c 10 psf 7" 10 psf U m U U O U 1 IN 07/31/10 10707912 y a 15 psf 23'-0" 22'-8" 4" 15 psf o a„ 20'-4" m TN 106313 07/31/10 1p M1 20 psf 3" 20 psf 18'-7" .+L 25 psf 21'-10" 21'-10" 17'-2" 3" 25 psf o 0 0 0 0 0 o 16'-1" <VT 0 1 07/31/10 - 30 psf 20'-3" 20'-3" 20'-3" 15'-1' 2" 30 psf o o + o ^ ^ 0009164 - 3 14'-2" 13'-6" 12'-9" o 0 0 _ M 35 psf 19'-0" 19'-0" 19'-0" 2" 35 psf rn 6 07/31/10 O 40 psf 17'-10" 17'-10" 17'-10" 17'-10" 2" 40 psf ®© 0 ast t1/30/ 45 psf 16'-10" 16'-10" 16'-10" 16'-10" 16'-10" 2" 45 psf 006232tz z = o IL t0 ? 2"50 psf 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 50 psf W 4 io GA E030159 12/31/10 55 psf 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 2" 55 psf lu i O R E',Y' � IA 14953 12/31/10 r.>I W C'2 F NO 5907 12/31/10 00 M � M NM 11138 12/31/10 i z NV 8677 12/37/10 V ¢U z� �'• � a - FL 55015 02/28/11 ~ 8 I o La 2 AZ 30066 03/31/11 V1 <� I UT 3085605 03/31/11 V IF NOT WET SIGNED DOCUMENT HAS WA 28747 04/02/11 WE GNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 PROFESSIONAL ENGINEERING LICENCES co n O Z ? o Allowable Span Table w a— x 3.0 inch-0.032"-1.Spcf EPS-0.032"with Fan Beam Insert Notes: N t' W Applied Downward Pressure for Design Applied Uplift J = iv Applied Uplift '^ NY 080138 03/31/09 Basic Load Case Wind c Wind Pressure (1) CONSIDERATION HAS BEEN GIVEN TO THE ADDITION OF ONE(1) a w Pressure for Nr 24361 06/30/09 o for Design Patio Live Load Snow Load CEILING FAN PER 4'W IDE PANEL WITH A MAXIMUM FAN WEIGHT OF 50 a =a E Design POUNDS. THEREFORE,THE ALLOWABLE LOADS PROVIDED ABOVE m z M1 A 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf RI 8724 06/30/09 LL N ARE IN ADDITION TO THE WEIGHT OF THE CEILING FAN. L u W m 10 psf 18'-2" 10 psf I- z wv 17455 06/30/09 CL A 15 psf 16'-9" 14'-2" 15 Psf (2) SEE LRP-4A FOR ADDITIONAL NOTES. "o mN LL 20 psf 14'-10" 12'-7" 20 psf •t 1l'-4" 10'-6" vA 4153 08/31/09 .4 25 psf 13'_7" 13'-7" T-8" 9'-1" 25 psf 041536 3 8'-7° 8'-1" PE- 30 psf 12'-7" 12'-7" 7'-8" 30 psf PA 6772- 09/30/09 M 35 psf ll'-6" ll'-6" 1V-6" 35 Psf r TX 94362 -/-/09 p 40 psf 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 40 psf 45 psf 8'-10" 8'-10" 8-10" 8-10" 8-10" 8'-10" 8'-10" 45 psf : MI 45880 10/31/09 50 psf 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 50 psf w J 55 psf P_2„ T-2" T-2" T-2" T-2" 1 T-2" 7-2" 7._2" T_2-, T-2" 55 psf ~(n E ON 19405 10/31/09 o } N N CO 34009 11/30/09 Allowable Span Table � w LLLI 3.5 inch-0.032"-1.5pcf EPS-0.032"with Fan Beam Insert O Z J m AL 25873 12/31/09 Applied Downward Pressure for Design Applied Uplift 0' Q Q _ C4 Applied Uplift Basic load Case Wind LL Wind Pressure M AR 13158 12/31/09 o Pressure for 3" 0- o for Design Patio Live Load Snow Load CA S3107 12/31/09 ' E Design J _ to 10 Psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf 0L 4E 10495 12/31/09 tLi W Co 10 Psf 20'-4" 10 Psf 'G 15 Psf 18'-10" 16'-0" 15 Psf PANEL MO 03ON76 12/31/09 In IC 20 psf 16'-9" 14'-2" 111-101, 20 psf o•oo•o oo•o 0 .i 25 psf I5'-3" 15'-3" ill-1" 10'-4" 25 psf MS 1 16508 12/31/09 ' ; 30 sf 9-9 9-2 .° .,• o P 14'-2" 14'-2" 8'-9" 30 psf ° o' M 35 psf 13'-1" 13'-1" 13'-1" 35 psf o o.0 0 0 d° o 0 0 0• oo p 3 0 a NC 29I74 12/31/09 p °o do 00 0 0 0°.' < O O e 40 psf 11'-4" 11'-4" I1'-4" I1'-4" 11'-4" 40 psf o;te o 0 0 °oe•°o NE E-11328 12/31/09 45 psf 10'-1" 10'-1" 10'-1" 10'-1" 10'-11, 10'-1" 10-1" 45 psf a°a8of°�o to I 50 Psf 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1.. 50 Psf ,o o ° ° . < 0- OH E-64661 12/31/09 55 psf 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 8'-2" 55 psf g.°.o�° °°o°'° °.° °°°.°.g < m OR 16232PE 12/31/09 m Allowable Span Table m wf 8977 12/31/09 4.0 inch-0.032"-1.5pcf EPS-0.032"with Fan Beam Insert I t=0.060 0w m Applied Downward Pressure for Design Applied Uplift ALUM 6063-T6 Z Z Y w PEN - Applied Uplift 0 C1 25858 01/31/10 M Basic Load Case wind FULL LENGTH OF PANEL w << _ < a a ro Wind Pressure o o c� w o 0 c E for Design Patio Live Load Snow Load Pressure for OPTIONAL FAN BEAM o N u 33435 03/31/10 p Design H m 10 Psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 55 psf J a SD 9483 03/31/f0 u W m 10 psf 21'-8" 10 psf IS m u7 _ DETAIL - FH1PE-6798 04/30/10 Cum 15 Psf 20'-2" 17'-0" 15'-2" 15 PsfLL 20 psf 18'-0" 13'-9" 20 psf NTS 9280 04/30/10 a.i 25 psf 16'-2" 16'-2" 12'-8" 11'-9" 25 psf .�¢ 3n N 30 psf 14'-8" 14'-8" 14'-8" 11-1 10'-4" 9'-9" 30 psf a x o m Ns 15484 04/30/10 iv 9'-3" o = 0 0 M 35 psf 13'-7" 13'-7" 13'-7" 13'-7" Z O 40 psf 12'-8" 12'-8" 12'-8" 12'-8" 40 psf o off m NH 10980 04/30/10 O N=O Z n 45 psf ll'-7" 11'_7" 11'-7" 11'-7" ll'-7" 11'-7" 45 psf VSIII Nw o x z NJ 54520 04/30/to 50 psf 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 10'-4" 50 psf m N 2 a � 154szoo 55 psf 9'-4" 9'-4" 9,_4" T-4" 9'-4" 9'-4" 9'-4" 1 9'_4" 9'-4" 55 Psf o N n DE 11198 06/30/10 MA 45542 06/30/10 Allowable Span Table N o 6.0 inch-0.032"-1.Spcf EPS-0.032"with Fan Beam Insert W i " MN 41532 06/30/10 _ Applied Downward Pressure for Design Applied Uplift 1 a Applied Uplift 0 Basic Load Case Wind 0 a m WiWind Pressure u Art 14355 O6/30/10 o < i c for Design Patio Live Load Snow Load Pressure for Design SC 23776 06/30/10 In m 10 psf 20 psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf SS psf o N < N z - W m 10 Psf 10 Psf Y m o o i o i o, MD 25455 07/24/10 C 23'-0" 22'-1" o w r, m 15 psf 19'-7" 15 psf < IN 07 31 10 t0 MILL p - w o O w PE O c 20 psf 21'-0" 21'-0" 17 10 16'-4" 20 psf u n m o u z o u F 7070P7912 / / L 15'-2" .4+' 25 psf 18'-7" 18'-7" 18'-7" 14'-3" 25 Psf 13'-5" v TN 106313 07/31/1n ; 30 psf 16'-11" 16'-11" 16'-11" 16'-11' 12'-8" 30 psf 018 rt 77- 35 psf 15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 35 psf a o V1 0009tN 07/31/10 o 40 psf 14'-6" 14'-6" 14'-6" 14'-6" 14'-6" 14'-6" 40 psf o 0 0 w WI 33384 07/31/10 45 psf 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 13'-B" 45 psf n -D06 50 Psf 12'-11" 12'-11" 12'-11" 12'-11" 12'-11" 12'-11" IT-11" 12'-11" 50 psf IL 081 006232 tt/JO/10 55 Psf 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 55 psf Z i cr% o GA E030159 12/31/10 w i C5 M 14953 12/31/10 5 W = r R NO 5907 12/31/10 Q 0 N 0 o NM 11138 12/31/10 < m w p w U a dyty• l o NV 8677 12/31/10 E3 FL 55015 02/28/11 AZ 30066 03/31/11 OT 3085605 03/31/11 V ID N�OT� WET SIGNED DOCUMENT HAS wA 28747 D4/02/11 SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REASED 02/23/09 PROFESSIONAL N ENGINEERING LICENCES STEP IV - DETERMINE MINIMUM ALLOWABLE WIDTH TO PROJECTION STEP VI-DETERMINE ALLOWABLE GABLE BEAM SPAN 10 RATIO N A. DETERMINE THE APPLIED WIND LOAD = w A. LOCATE APPROPRIATE TABLE FOR GOVERNING CODE.USE ASCE 7-02 -J NY 080138 03/31/09 FOR FBC. 1. SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE. USE ASCE 7 FOR FBC. KY 24361 06/30/09 B. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED. H RI 8724 06/30/09 C. LOCATE APPROPRIATE ROW FOR WIND EXPOSURE. 2. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED. =ww� 0� Now WV 17455 06/30/09 D. THE NUMBER AT THE INTERSECTION OF THE COLUMN AND ROW IS THE 3. LOCATE APPROPRIATE SECTION FOR WIND EXPOSURE. MINIMUM ALLOWABLE ROOF WIDTH TO ROOM PROJECTION RATIO. �VA 041536 08/31/09 4. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW 0402 - PE- 09/30/09 EXAMPLE: 6772 AND COLUMN IS THE APPLIED WIND LOAD TO THE ROOF(MWFRS). GIVEN: T% 94362 09/30/09 MI 45aeo 10/31/09 IBC' IBC, IRC and ASCE 7-"Applied"Vertical Wind Loads 5.2. w BASIC WIND SPEED = 90 MPH Direction of Basic Speed MPH V) _ o OK 19405 10/31/09 Exposure Component } EXPOSURE C Load 85 90 100 110 120 130 N > co 34009 11/30/09 Upward 12 14 17 21 24 29 � w SOLUTION: B Roof System O AL 25873 12/31/09 Downward 0 0 0 0 0 0 O m MINIMUM WIDTH TO PROJECTION RATIO = 1.50 Upward 15 17 21 25 30 35 of AR 13158 12/31/09 C Roof System a THEREFORE,AN ENCLOSURE WITH A ROOM PROJECTION Downward 0 0 0 0 0 0 CA S3107 12/31/09 OF 10 FEET SHALL HAVE A MINIMUM ROOF WIDTH OF 15 1. Not Used ME 10495 12/31/09 FEET. 2. Not Used 5.01 3. 3-Second Gust Speed M0 E117B 12/31/09 4. Pressures shall be increased by 15 percent for enclosures built in Alaska. _ IBC,IRC and ASCE 7-05 Allowable Minimum Width to Proj.Ratios MS 165M 12/31/09 s 2 l B. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. USE THE GREATER o Basic Wind Speed (MPH) OF THE APPLIED DOWNWARD LOAD AND THE APPLIED UPWARD LOAD. FOR , 0 I z v Exposure 0 0 3 0 NC z9174 12/31/09 85 90 100 110 120 130 140 150 WIND UPLIFT LOAD,USE VALUES FROM STEP VI ON SHEET E30-7. F- a O O = N � NE E-11328 12/31/09 B 1.50 1.50 1.50 1.50 1.75 1.75 2.00 2.25 C. LOCATE APPROPRIATE ROW FOR TRIBUTARY WIDTH TO BEAM.THE TRIBUTARY Vt J C 1.50 1.50 1.50 1.75 2.00 2.00 2.25 2.25 WIDTH IS EQUAL TO THE PANEL SPAN.WHERE THE RIDGE BEAM IS NOT AT THE a a OH E-64661 12/31/09 CENTER OF THE ENCLOSURE,YOU MAY CONSERVATIVELY USE THE MAXIMUM 5.01 a D 1.50 1.50 1.75 2.00 2.25 2.25 2.25 2.50 � OR 16232PE 12/31/09 PANEL SPAN AS THE TRIBUTARY WIDTH TO THE BEAM. m m wr 8977 12/31/09 D. INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE }m o 0 PEN ALLOWABLE SPAN,IN FEET,FOR THE GABLE ROOF BEAM. z 3 J CT 258se 0t1J1110 STEP V-DETERMINE FASTENERS FOR ATTACHMENT RAIL w of _ 0 Q 0 0 0 0 0 C U 33435 03/31/10 A. LOCATE APPROPRIATE COLUMN FOR TYPE OF CONSTRUCTION Allowable Span for Gable Beam(feet) 5.01 sD 9483 03/31/10 MATERIAL USED FOR EXISTING STRUCTURE. Trib lied Roof Load sf -Maximum of Upward and Downward Loads 5.2. C/9 o i HI PE-6798 04/30/10 B. LOCATE APPROPRIATE ROW FOR APPLIED ROOF LOAD. width o a e z Nm ID 92e0 04/30/10 C. INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE (Max. C/90 FASTENER REQUIREMENTS FOR CONNECTING THE ATTACHMENT RAIL Panel 10 15 20 25 30 35 40 45 50 55 60 a Pxo w KS 15484 04/30/10 TO THE EXISTING STRUCTURE 2 . Span W z jwm NH 10980 04 30 10 / / D. SPECIAL ENGINEERING REQ'D FOR ATTACHMENT TO"SINGLE COAT" 7 26.0 23.5 21.8 20.7 19.7 18.4 17.2 16.2 15.4 14.6 14.0 z;;. 2413EO STUCCO SYSTEMS. mill' Nwa NJ 4541200 04/30/10 9 24.4 22.0 20.5 19.1 17.5 16.2 15.1 14.3 13.5 12.9 12.4 m a 11 23.2 21.0 19.4 17.3 15B 14.6 13.7 12.9 12.2 1 11.7 11.2 DE 1419e 06/30/,0 13 22.2 20.1 17.8 15.9 14.5 13.5 12.6 11.9 11.3 10.7 10.3 MA 45s42 06/3o/to FASTENERS FOR CONNECTING ATTACHMENT RAIL TO EXISTING STRUCTURE z o 15 21.5 19.1 16.6 14.8 13.5 12.5 11.7 11.1 10.5 10.0 9.6 MN 41532 06/30/10 Applied 17 20.8 18.0 15.6 13.9 12.7 11.8 11.0 10.4 9.9 9.4 9.0 0 Stud Well 19 20.2 17.0 14.7 13.2 12.0 11.1 10.4 9.8 9.3 8.9 8.5 0 a MT 14355 06/30/10 Roof Load Concrete (psi Sp Gr= 0.049 or greater 21 .19.7 16.2 14.0 12.5 11.4 10.6 9.9 9.3 8.9 8.5 8.1 SC 23776 06/30/10 23 18.9 15.5 13.4 12.0 10.9 10.1 9.5 8.9 8.5 8.1 7.7 o o w V U Z MD 25455 07/24/10 a Wo u Two 5/16" Diam Lag Screws @ 1 c. a g ess than Two 3/8" Diam Hilti KB TZ R d m o o y IN 07 07 3, 2.5" min. embed into solid wood. Ma Allowable Span for Gable Beam (feet) to7o1911 / /10 or Equal to @ 16" oc. 0 U > s.z. use 2-5/16" Diam Lag Screws @ 1 Trib lied Roof Load sf -Maximum of Upward and Downward Loads m TN 106313 07/31/10 25 2 1/2" min embed. oc w/ 1 1/2" min embed @ exi cia width $ vr 0 1 07/31/10 (Max. o 0 0 0009164 10 15 20 25 30 35 40 45 50 55 60 33384 Less than Two 3/8" Diam Hilti KB TZ Panel o _006 07/31/10 Two 5/16" Diam Lag Screws @ 12" oc. " 1i N or Equal to @ 12" oc. Span IL a81 2.5" min. embed into solid wood. 0D6232 17/30/t0 40 2 1/2" min embed. 7 26.0 23.5 21.8 20.7 19.7 18.4 17.2 16.2 15.4 14.6 14.0 z W o o CA E030159 12/31/10 9 24.4 22.0 20.5 19.1 17.5 16.2 15.1 14.3 13.5 12.9 12.4 W o N 11 23.2 21.0 19.4 17.3 15.8 14.6 13.7 12.9 12.2 11.7 11.2 a 14953 12/31/10 0 r �/ "' IA 13 22.2 20.1 17.8 15.9 14.5 13.5 12.6 11.9 11.3 10.7 10.3 0 5 No 5907 12/31/10 0In 3 -6,/ 15 21.5 19.1 16.6 14.8 13.5 12.5 11.7 11.1 10.5 10.0 9.6 Q rZ �< �� ye;p o NM 1n3e 12/31/10 17 20.8 18.0 15.6 13.9 12.7 11.8 11.0 10.4 9.9 9.4 9.0 i w� NV 8677 19 20.2 17.0 14.7 13.2 12.0 11.1 10.4 9.8 9.3 8.9 8.5 3 aw o WZ 12/31/10 7 O N w< 1 �j a 21 19.7 16.2 14.0 12.5 11.4 10.6 9.9 9.3 8.9 8.5 8.1 F1 3W66 03/31/11 23 18.9 15.5 13.4 12.0 10.9 10.1 9.5 8.9 8.5 8.1 7.7 ~ S7I�nti AZ 30066 03 31 11Aj / / NOTE: '•fi'�.� . sb UT W85605 03/31/11 VALUES TO THE RIGHT OF SOLID LINE ARE NOT ALLOWED WHEN EVALUATING VOID I NOT WET SIGNED DOCUMENT HAS WA 28747 04/02/11 ALLOWABLE SPAN BASED ON UPLIFT LOADS. WET S14ED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 PROFESSIONAL n ENGINEERING LICENCES STEP VII—DETERMINE REQUIRED FOOTING SIZE FOR GABLE BEAM ~ 0 SUPPORT n mw A. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. USE THE J = NY 080138 03/31/09 GREATER OF THE APPLIED DOWNWARD LOAD AND THE APPLIED UPWARD LOAD. FOR WIND UPLIFT LOAD,USE VALUES FROM STEP VI < KY 24361 06/30/09 ON SHEET E30-7. N $PAP71E7 4 06/30/09 B. LOCATE APPROPRIATE ROW FOR TRIBUTARY WIDTH TO BEAM.THE Z TRIBUTARY WIDTH IS EQUAL TO THE PANEL SPAN.WHERE THE RIDGE 501 5 06/30/09 BEAM IS NOT AT THE CENTER OF THE ENCLOSURE,YOU MAY 2 08/31/09 CONSERVATIVELY USE THE MAXIMUM PANEL SPAN AS THE TRIBUTARY 09/30/09 WIDTH TO THE BEAM. 2- TK 94362 09/30/09 C. INTERSECTION OF APPROPRIATE ROW AND COLUMN INDICATES THE REQUIRED FOOT SIZE"B"AS SHOWN IN DETAIL B/LRP-2A. MI 45980 10/31/09 W~ J OK 19405 10/31/09 > CO 34009 11/30/09 Required Size of Square Footing for Gable Beam Support(inches) 5.01 w AL 25873 12/31/09 Trib Applied Roof Load sf -Maximum of Upward and Downward Loads 0 Q width ` AR 13158 12/31/09 (Max. K o a -107 12/31/09 Panel 10 15 20 25 30 35 40 45 50 55 60 ME 10495 12/71/09 Span EN 7 24 30 30 30 36 36 36 36 36 42 42 MO 030178 12/31/09 9 24 30 30 36 36 1 36 42 42 42 42 42 MS 16508 12/31/09 11 30 30 36 36 36 42 42 42 42 42 48 c. NC 29174 12/31/09 13 30 36 36 36 42 42 42 42 42 48 48 Q = o 15 30 36 36 42 42 42 42 48 48 48 48 1n J NE E-11328 12/31/09 17 30 36 36 42 42 42 48 48 48 48 48 U) OH E-64661 12/31/09 19 36 36 42 42 42 48 48 48 48 48 54 < m 21 36 36 42 42 42 48 48 48 48 1 54 1 54 OR 16232PE 12/31/09 m CO N 23 36 36 42 1 42 1 48 48 48 48 54 54 1 54 Wr 8977 12/31/D9 m U o Z w a CT z EN 01/31/10 N Q W Q H D LI Of S U < a U 33435 03/31/10 O U to o SD 9483 03/31/10 C=y m z cl-I v 8 HI PE-6798 04/30/10 =7 rn m o ga m ID 9280 04/30/10 ¢ 3 n ° 0 1XI&M � � Z = o o KS ,5484 04/30/10 W Z O NH 10980 04/30/10 v 0 o 0 O - m z4c6o �Illm N�a� i 4545200 W/ /10 0 DE 14198 06/30/10 n MA 45542 06/30/10 i o ZN MN 41532 06/30/10 p z U d WT 14355 06/30/10 c> 1z : z SC 23776 06/30/10 i p o - Q U WQ w Z 5 MD 25455 07/24/10 cU 3 i a m o O � yi Si r in IN 10707912 07/31/10 1, m TN 106313 07/31/10 w Vf 0009864 07/31/10 \ \ o w N1 333a4 07/31/10 cv o o -006 081. R 006232 11/30/10 Z o F 9 w i CJ GA E03015912/31/10 o < Z N �r�, F EY CO� y lA 14953 12/31/10 U W C'-2 N� ND 5907 12/31/10 Q 0 N NM 11138 12/31/10 <Z c-µ o o NV 8677 12/31/10 7 o vU-i w< 8'74 a FL 55015 02/28/11 La AZ 30066 03/31/11 N t I UT 3085605 113/31/11 VO IF NOT WET SIGNED DOCUMENT HAS wA za7a 04/02/11 E SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 I PROFESSIONAL (k O O ENGINEERING LICENCES Z r o M [ TH [s uso 5 E= 6 N � NY 080130 03/31/09 DX ENCLOSURE SYSTEM — �VQw • KY 24361 0'/-"0/0' BUILDING PRODUCTS - m�9 0 �W-z J RI 8724 06/30/09 r Z TABLE OF CONTENTS �� "" "'� 06"°'°� NOTE TO DEALER, CONTRACTOR AND VA �02 /3/09 BUILDING OFFICIAL: _056772_ 0 09 41536 PA �- 09/b/09 SHEET SHEET H- TX 94362 09/30 /09 NUMBER TITLE 1. STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED TO "SINGLE N 19 MI 45880 10/31/09 4.03 COAT" STUCCO SYSTEMS. w N OK 19405 10/31/09 G—1 COVER SHEET 2. SNOW LOADS PRESENTED WITHIN THESE PLANS ARE 'EQUIVALENT" UNIFORM SNOW t--LU ° co 34009 11/b/09 Cj-2 GENERAL NOTES LOADS. CONSIDERATION SHALL BE GIVEN TO SITE SPECIFIC CONDITIONS INCLUDING, NO O� BUT NOT LIMITED TO, DRIFTING AND SLIDING SNOW. -j AL 25873 12/31/09 E 3 0—1 ENCLOSURE—PLANS 3. STRUCTURAL ADEQUACY OF AN EXISTING STRUCTURE IS NOT INCLUDED WITHIN THE w �W c SCOPE OF THIS PACKAGE. STRUCTURAL ADEQUACY SHALL BE INVESTIGATED BY w Z O o AR 13158 12/31/09 E30-2 ENCLOSURE-SECTIONS AND DETAILS OTHERS UNLESS DEEMED ADEQUATE BY THE BUILDING OFFICIAL. j uJU F CA S3107 12/31/09 E 30—3 ENCLOSURE-DETAILS 4. THESE PLANS APPLY TO MULTIPLE LOADING CONDITIONS (WIND AND GRAVITY). THE L j ME 10495 12/31/09 NFIRM E30-4 ENCLOSURE-TABLES I THATETHE OSITE�SPECIFICTORICCRREQUI EMENTSMARE WITHIN THE SCOPE EOR SHALL " ARK-UP" EACH EOF THE TO PACKAGE. M MO 03 EN 0178 12/31/09 E 3 0-5 E N C LO S U RE-TABLES 11 IN PLAIN ENGLISH, THE PERSON USING THIS SET OF STANDARD PLANS SHALL USE MS 16508 12/31/D9 THE PLANS, SECTIONS, DETAILS, TABLES AND INSTRUCTIONS WITHIN THE PACKAGE E 3 0-6 ENCLOSURE-TABLES III TO CONFIRM THAT THE SITE SPECIFIC CONDITIONS ARE WITHIN THE "ALLOWABLE" 1 z a NC 291"74 12/31/09 E30-7 ENCLOSURE-TABLES IV PARAMETERS PRESENTED WITHIN THIS SET OF STANDARD PLANS. x o x J NE E-n32a u/31/09 AMONG THE ACTIVITIES WHICH SHALL BE PERFORMED BY THE DEALER, CONTRACTOR n Of o E30-8 ENCLOSURE—COMPONENTS OR FOR ARE: < aL < aOH E-64661 12/31/09 r` OR 16232PE 12/31/09 7 A. VISIT WWW TJCAA COM/LINKS HTML <HTTP://WWW.TJCAA.COM/LINKS.HTML> TO com Wf 8977 12/31/09 TYP I CAL SECTION & DETAIL NUMBERING SYSTEM CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAN NO. IS: o m 0 0 30301-3 w I S B. REVIEW ALL NOTES TO CONFIRM WHAT WILL BE CONSTRUCTED MEETS THE 3: u ` REQUIREMENTS PRESENTED WITHIN THE NOTES, w < a x w < a °G 25a5e01/37/10 C. CONFIRM LOADING REQUIREMENTS WITH THE LOCAL BUILDING OFFICIAL, 0 10 0 1 In 0 0 LA 33435 03/31/10 to EXAMPLE OF SECTION CUT EXAMPLE OF DETAIL BUBBLE D. IDENTIFY PARAMETERS WITHIN STEPS I VI ON SHEETS E30-4 E30-7 0 so 94113 13/31/10 < WHICH ARE APPLICABLE TO THE SPECIFICIC ENCLOSURE BEING CONSTRUCTED. 0 � N E. CROSS OUT ALL ELEMENTS WITHIN THE ENTIRE PACKAGE WHICH ARE NOT o m ao n w PE-6796 04/30/10DETAIL LETTER USED WITHIN THE SPECIFIC ENCLOSURE. SECTION NUMBER D 9280 04/30/10 T s-2 5. PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN ORIGINAL SEAL —+ x 3:, m N S-2 SHEET WHERE SECTION rT�0. w 1 IS DRAWN.IF DASHED, AND SIGNATURE (N BLUE INK) BY THE ENGINEER OF RECORD (EOR). o o m w` KS 15484 04/30/10 `SHEET WHERE SECTION DETAIL IS DRAWN ON z w m IS DRAWN. CURRENT SHEET E NH 10980 04/30/10 IF DASHED,SECTION IS J o z DRAWN ON CURRENT SHEET � = ryw 0 0 N3 + �°'/'°/'° 'I'I'II EXAMPLE OF SECTION CALL OUT EXAMPLE OF DETAIL CALL OUT OF 14198 06/30/10 5 DETAIL LETTEROOA gyp) F SECTION NUMBER _ AA WNINGS V SUNROOMS 1� w ~ MA 45542 06/30/10 SECTION DETAIL � _ w MN 41532 O6/30/10 3/B•-1-0 S-2 3/8'-1-0" S-2 D coi a - SHEET WHERE DETAIL IS OF DISTINCTION INC. _ �9 w 11 z W SHEET WHERE SECTION IS e ` Mi 14355 06 b '° TAKEN FROM. 141 Timberline Drive 1 `rl p N _ / / TAKEN FROM. IF DISHED, DETAIL IS DTI`�1 L w / IF DASHED, SECTION 6 TAKEN c�i F 0 in z 0 o / / TAKEN ON CURRENT SHEET Sequim, WA 98382 5 I z SC 23776 06 30 t0 FROM THE CURRENT SHEET 2 w U o 0 0 J MD 25455 07/24/10 tN0 a o z a z a o 0 o w 0 CITY Ot PORT OWNS z � � „ ,070 9,2 07/}1/10 DETAIL AAC931 HALF 0 y m TN 106313 07/31/10L DIE DRAWING 0t8 07/31/1° FOR CO PONENTMBER N - - - o a o - Oo09164 o � w 0 o Z w1 3006 do. 07/31/t0 IY 0 0 1 0 R 0062J2 11/30/10 ./{✓- z i T n CA E030159 12/31/10 ',(� W VVVvvv a i nj lA 14953 12/31/10 �Z =z „• ap +se3'r -':',A:-ey�r .1•.� NO 5907 12/31/10 � NM 11138 12/31/10 z U a u � a NV 86n 12/31/10 / o R 55015 02/28/11 ~ + p-r ` ' o cl La AZ 30066 03/31/11 UT 3085605 03/31/11 �`-C.-Y,.: ,;.a;r ,`-•�'p`'d VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED.. PLAN NO. IS: 30301-3. v IF Nor' WET SIGNED DOCUMENT HAS C� WA 26m a/0z/t1 _ IT ET IF WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 02/23/09 - PROFESSIONAL ENGINEERING LICENCES GENERAL NOTES AND SPECIFICATIONS o N � ^ N _ w o w �•' I DESIGN CODE & LOADS II MATERIALS III ROOF SYSTEM V z x NY 080138 03/31/D9 1. THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS HAVE BEEN 1. ALLOY AND TEMPER OF ALUMINUM FOR COMPONENTS SHALL BE 6105-T5 OR 1. ROOF COVERS USED IN CONJUNCTION W/ THIS ENCLOSURE PACKAGE SHALL BE DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2003 & 2006 SUITABLE FOR THE PROPOSED APPLICATION. ROOF COVER SYSTEM SHALL BE DEFINED a w KY 24361 06/30/09 INTERNATIONAL BUILDING CODE (IBC), 2003 & 2006 INTERNATIONAL RESIDENTIAL WITHIN A VALID ICC-ES EVALUATION REPORT OR WITHIN AN ENGINEERING PACKAGE m a x u 4.0 SIGNED BY A P.E. LICENSED IN THE LOCAL JURISDICTION. A COPY OF SAID REPORT z CODE (IRC) AND THE 2004 FLORIDA BUILDING CODE (FBC). 2. ALUMINUM SHALL BE PAINTED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH 12- RI an4 os 30 09 OR ENGINEERING PACKAGE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL ® THE x W / / IN PART I-A, SECTION 6.6 OF THE ALUMINUM DESIGN MANUAL (2000). TIME OF PERMIT APPLICATION. o 2. THE STRUCTURES INCLUDED WITHIN THE SCOPE OF THESE DRAWINGS ARE INTENDED WV 17455 06/30/D9 FOR RECREATIONAL/OUTDOOR USE AND ARE CONSIDERED NON-HABITABLE 3. SHEET METAL SCREWS (SMS) SHALL BE TYPE AB SCREWS. YA 0402 /31/oy STRUCTURES. IV WALL SYSTEMS G41536 4. SHEET METAL SCREWS SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN PART PA PE- 09/30/09 3. THE OPEN AREA OF THE LARGER WALL AND ONE ADDITIONAL WALL SHALL BE 65% OR I-A OF THE LATEST ALUMINUM DESIGN MANUAL FOR TAPPING SCREW CONNECTIONS. 1. WALLS OF THE ENCLOSURE SYSTEM SHALL BE AS DEFINED WITHIN THIS DRAWING L�a9 772- MORE OF THE AREA BELOW 6'-8" MEASURED FROM THE GROUND. OPENINGS SHALL PACKAGE. F- ° TX 94362 09/30/09 BE ENCLOSED WITH GLASS IN ACCORDANCE WITH THE APPENDIX CHAPTER FOR "PATIO 5. LION, EXPANSION ANCHORS SHALL BE 3/8- DIAMETER AND SHALL BE EITHER, HILTI r COVERS" OF THE GOVERNING CODE. 'KWIK BOLT TZ" (]CC-ESR 1917), SIMPSON TITAN HD- (ICC-ESR 1056) OR 2. UNLESS OTHERWISE NOTED, OPEN AREAS SHALL BE ENCLOSED AS DEFINED IN APPROVED EQUAL. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE Ala Z MI 45880 10 31 D9 O / / NOTE I.3. w J 4. SEISMIC DESIGN PARAMETERS: ASSOCIATED ICC-ES ESR. UNLESS WAIVED BY THE BUILDING OFFICIAL, WHERE Q W E° OK 19405 10/31/09 0. IMPORTANCE FACTOR - 1.0 SPECIAL INSPECTION IS CALLED FOR ON THE PLANS, A QUALITY ASSURANCE 3 WALL PANELS SHALL COMPLY WITH THE REQUIREMENT OF THE CODE PANELS N ~ N ® b. Ss - 1.5 ® . .AGREEMENT WITH A THIRD PARTY AGENCY QUALIFIED TO CONDUCT SPECIAL SHALL EITHER BE PRODUCED AS DEFINED WITHIN A CURRENT ]CC-ESR FOR SAID O 02 co 34009 11/30/09 C. S1 - 0.6 INSPECTION SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO ISSUANCE ® PRODUCT OR BE TESTED TO VERIFY CONFORMANCE WITH THE CODE AND BE v LL_ d. SITE CLASS - D OF PERMIT. PRODUCED UNDER A QUALITY CONTROL PROGRAM. THE TESTING AGENCY AND Z z g AL 25873 12/31/09 e. SDS - 1.0 w QUALITY ASSURANCE AGENCY SHALL BE ACCREDITED BY THE INTERNATIONAL _j W f. SDI - 0.6 6. WHERE ATTACHMENT TO EXISTING STRUCTURE OCCURS, THE WOOD OF THE EXISTING ACCREDITATION SERVICES (IAS). w Z I AR 13158 12/31/09 W °u 9. SEISMIC DESIGN CATEGORY - D STRUCTURE SHALL HAVE A MINIMUM SPECIFIC GRAVITY OF 0.49, SUCH AS DF. x W F CA53107 12/31/09 h. R - 3.0 J Z I. CS - 0.33 7. WHERE SCREWS ARE INSTALLED INTO WOOD FRAMING, THE CONTRACTOR SHALL V WINDOWS w W ME 10495 12/31/09 1. DESIGN BASE SHEAR - 0.33 W (ULTIMATE) VERIFY, THROUGH NON-DESTRUCTNE MEANS, THAT EACH SCREW HAS A MINIMUM OF (7 k. ANALYSIS METHOD - EOUIV LATERAL FORCE 1/2" SIDE COVER ON ALL SIDES OF THE SCREW. ® 1. ALL GLAZING SHALL CONFORM TO THE REQUIREMENTS OF THE CODE. M uo EN / o3017a 12/31/D9 5. SEE NOTES UNDER ITEM V FOR ADDITIONAL INFORMATION REGARDING WINDOWS. ® 8. ALL WOOD SHOWN WITHIN THESE DRAWINGS SHALL HAVE A SPECIFIC GRAVITY OF 2. WHERE APPROVED BY THE BUILDING OFFICIAL, IN LIEU OF MATERIALS USED FOR Ms 1 16508 12/31/09 0.49 OR GREATER. LUMBER ALLOWABLE STRESSES HAVE BEEN BASED ON THE 2001 OPEN AREAS AS DEFINED IN GENERAL NOTE 1.3, WINDOWS AND DOORS MAY BE ° 6. THE MAXIMUM HEIGHT TO WIDTH RATIO SHALL BE LIMITED TO 1:1. NDS. AAMA APPROVED WITH A RATING CONSISTENT WITH THE REQUIRED DESIGN WIND c) 2 I z a 0 3 0 NC 29174 12/31/D9 PRESSURE. ¢ o 0 a.1. 7. WIND LOADS HAVE BEEN DETERMINED IN ACCORDANCE WITH THE "ANALYTICAL 9. ALL NAILS AND WOOD SCREWS SHALL HAVE THE FOLLOWING MINIMUM YIELD = � J NE E-11}28 12/31/09 PROCEDURE' DEFINED WITHIN ASCE 7-05. STRENGTH: ® A DOORS a a \ OH E-6466112/31/o9 4.1. 8. THE SCOPE OF THIS PACKAGE DOES NOT INCLUDE A LATERAL FORCE RESISTING D. 8d: Frb = 100,000 psi 1. DOORS SHALL COMPLY WITH THE REQUIREMENTS OF THE CODE. ¢ SYSTEM. IT HAS BEEN ASSUMED THAT THE ROOF SYSTEM SHALL TRANSFER LATERAL b. 12d: Erb = 80,000 psi OR 16232PE 12/31/D9 LOADS BACK TO THE EXISTING STRUCTURE. SEE ROOF SYSTEM PACKAGE FOR c. 14d: Erb = 70,000 psi 03 m ADDITIONAL INFORMATION REGARDING LATERAL RESISTING SYSTEM. d. 16d: Erb = 70,000 psi 0 m 0 wY 8977 12/31/D9 e. 1 Bd: Erb = 60,000 psi w w a I. 20d: Erb = 60,000 psi ABBREVIATIONS z 3 y J w C1 PEN 01/31/10 cn ¢ w ¢ o 25e58 0 DIAMETER FDN FOUNDATION SHT SHEET 10. FASTENERS USED FOR ATTACHING TO PRESSURE TREATED LUMBER SHALL BE FTC FOOTING SIM SIMILAR o o co o 0 IA 33435 03/31/10 STAINLESS STEEL. AB ANCHOR BOLT SMS SHEET METAL SCREWS ADDL ADDITIONAL GA GAGE SP SPACE (S, ED) - 5D 9483 03/31/10 11. UNLESS OTHERWISE NOTED, ALL STEEL IN CONTACT WITH PRESSURE TREATED GAIV GALVANIZED SPEC SPECIFICATION, SPECIFIED is ti m a ALUM ALUMINUM LUMBER SHALL HAVE A G185 GALVANIZED COATING. ANCH ANCHOR SO SQUARE o 1w m HI PE-6798 04/30/10 APPROX APPROXIMATELY) HGT HEIGHT SST STAINLESS STEEL o < m 12. UNLESS OTHERWISE NOTED, ALL ALUMINUM IN CONTACT W/ PRESSURE TREATED STAG STAGGERED 41=O z N m N 0 9280 w/3o/10 INFO INFORMATION _�a 3^ ° LUMBER SHALL BE COATED TO PREVENT DETERIORATION CAUSED BY CONTACT W/ BAL BALANCE STD STANDARD C=D. 0 m ° Ks I54a4 G4/30/10 PRESSURE TREATED LUMBER. BLDG BUILDING , .a STIF STIFFENER �- BM BEAM MFR MANUFACTURER STL STEEL z B-0. BOTTOM OF MIN MINIMUM STRUC STRUCTURE (S, URAL) N 5 w NH 10980 w/3o/to 13. CONCRETE SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: a z i a.t. BOT BOTTOM SYM SYMMETRICAL 24 0 �iII Nwx o NR NOT REQUIRED T&B TOP AND BOTTOM m a w 4s452szoo 04/3°/lo D. DAY COMPRESSIVE STRENGTH (F MI ' = 2,500 PSI C/C CENTER TO CENTER b. MINIMUM CEMENT CONTENT = 440 LBS. NTS NOT TO SCALE THD THREADED 0E u19a 06/30/10 c. MAXIMUM SLUMP = 4 INCHES. CL CENTERLINE d. AIR CONTENT = 4 PERCENT t 1.5 PERCENT. COL COLUMN THK THICK (NESS) > MA 455,42 06/30/10 CONC CONCRETE OC ON CENTER T.O. TOP OF F e. CEMENT SHALL COMPLY WITH ASTM C150. CEMENT SHALL BE TYPE V WHERE OD OUTSIDE DIA TYP TYPICAL w CONCRETE IS EXPOSED TO SEVERE SULFATE ATTACK. OTHERWISE, CEMENT w MN 41532 06/30/10 CONT CONTINUOUS OH OVERHANG o o 0 SHALL BE TYPE II. u CTR CENTER (ED) OPNG(S) OPENING(S) UON UNLESS OTHERWISE N o u MT 14355 06/30/10 I. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.55. OPP OPPOSITE NOTED i N g. AGGREGATE SHALL COMPLY WITH ASTM C33. MAXIMUM SIZE OF AGGREGATE i DET DETAIL OPT OPTION (AL) sc 23776 06/30/10 / DF DOUG FIR o SHALL BE 3 4" IN DIAMETER. VERT VERTICAL o o PL PLATE Z MD 25455 07/24/10 PROD PROJECTION W/ WITH i 0 < m 14. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36. W/O WITHOUT i < ' 0 v iN PE m/31/ro DWG S DRAWINGS WS WOOD SCREW /0707912 O O RAD RADIUS 15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40 OR 60. EA EACH WT WEIGHT m REF REFERENCE REFER TN 106313 07/31/10 EMBED EMBEDMENT REINE REINFORCE D. ING) ^ ^ ^ 16. BOLTS SHALL CONFORM TO ASTM A307. EQ EQUAL (LY) N o REOD W o"'8 07/31/10 ES EACH SIDE SIONO 0091s4 EXP EXPANSION REV REVI - o W1 3006 07/31/10 EXST EXISTING o 0 0 0 IL 0062132 i l/30/10 z u U E03015912/31/10 N 14953 12/31/10 o x Z 'vk1 r r o cs hp�Q� NO 5907 12/31/10 L 00 n a` NM 11138 12/31/10 z m p :> ta : �Z NV 8677 12/31/10 V <U w Uri FL 55015 02/ /29 11 ~ N ¢ A ix Y: a AZ 3D066 03/31/11 UT 3085605 03/31/11 V I IF NOT WET SIGNED DOCUMENT HAS wA 29747 04/02/11 W T IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL i REVISED 12/23/09 PROFESSIONAL w O O ENGINEERING LICENCES w ENCLOSURE WIDTH (NOTE 9) ROOF WIDTH O EXIST STRUCTURE 4.D2 NOTE 4 ENCLOSURE WIDTH x ROOF PROJECTION NOTE 4 =NOTE 8 V) _ NOTE 4 N E3o-2(1YP OF 2) n w NY 080138 03/31/09 'O1 SIM E30-2 E30-2 FILLER PANEL w ROOF PANEL 'Q OPTIONAL L OPTIONAL FULL HEIGHT m N KY 24361 06/30/09 E30-2 (OPTIONAL) ROOF PANEL 12 < I FILLER PANEL I N N z J FILLER 3 8-4 RI 8724 06/30/09 / / z F w w PANEL o o I ONE OF THE SHORT WALLS 2 o N z WV 17455 06/3o/09 OPTIONAL x z o -i MAY BE ENCLOSED WITH E30-2 w o c~30 0 SOLID PANELS, LIMIT I J o z 'z vA 0402 oe/31/a9 z z � << B w I MULLION SPACING TO 48" I z 3 o a 3 a 3 041536 O w B A O p�1 3 z w O > PE- w o E30-2 ✓�E30-2 z _I w E30-2 w �'o o m w a PA 772- 1/30/09 Y D Z z ='x z 0 <O I CL I O w N o O m W Tx 94362 09/30/09 ® Y oo I WALID PANEL LL HEIGHT SOLID I o 3 a N 3 r w Z En MI 45e8o 10 31 09 FILLER fE30-2 E3o-2 E30-2 / / (TYP F 2)'0 (TYP) OK 19405 10 31 09 SUPPORT SLAB FILLER PANEL FILLER I PANEL h / / OR DECK ' (OPTIONAL PANEL t X- STANDARD BEARING (OPTIONAL) - - _ E/1 (OPTIONAL) MULLION SPACING - p En co 34009 n/3o/o9 STANDARD OPTIONAL DOOR SEE GENERAL NOTES L ' OPTIONAL v -7 SEE GENERAL NOTES FOR R QUI ED OPEN NON-BEARING FOR REQUIRED OPEN OPTIONAL DOOR z u z5873 1z/31/o9 AREA, �TYP� MULLION SPACING AREA, (TYP) BAY WINDOW w a AR 131M 12/31/09 END WALL ELEVATION FRONT WALL ELEVATION PLAN X G S3107 12/31/09 TYPICAL STUDIO STYLE ENCLOSURE W 0 ME 10495 12/31/09 ,EXIST STRUCTURE 3/16" = 1'-0" NOTES: ROOF PROJECTION ENCLOSURE WIDTH (NOTE 9) Mo EN lz/31/09 4'-0" '01 4. 22 1. SEE MUBP LRP DRAWINGS FOR ROOF PLANS. M 03017e NOTE 4 NOTE NOTE 8 (SIM) NOTE 4 (TYP) E30-2 RIDGE BEAM SUPPORT Ms 16508 12/31/09 SIM (IF APPLICABLE) 2. SEE MUBP LRP DRAWINGS FOR PANEL ORIENTATION ON GABLE ROOF OPTIONAL ROOF OPTION. U :2 1 z v NC 29174 12/31/09 '�30 PANEL Ey; FILLER PANEL ROOF PANEL o 0 00 1i E30-2 = tv 12 3. TRANSOM/KNEE-WALL MAY BE EITHER "OPEN", APPROVED GLASS � NE E-11328 12/31/09 pANER �11 /8-4�— OR APPROVED LAMINATED SANDWICH PANEL. w J n < a OH E-64661 12/31/09 (OPTIONAL) 4. OVERHANG SHALL BE LIMITED TO 12" AT NON-BEARING WALLS < oR t623zPE tz/n/o9 z B A I z J<n ' AND 2-0" AT BEARING WALLS. m 00 O E30-2 E30-2 O M o N 3 0 B 0%1 wY e9n iz/Jt/o9 w a o 1n w ao o E30-2 N w 5. BEARING WALL AT ROOMS WITH GABLE BEAM. NON-BEARING WALL m o16 Y o J a o X z o <o uj AT ROOMS WITHOUT RIDGE BEAM. z z Y w PEN y/, v �O W Y v 3 ."- n 2sasa o1/3t/lo �_ ® 6. NON-BEARING WALL AT ROOM WITH GABLE BEAM. BEARING WALL w � = u < u 33435 03/31/10 AT ROOMS WITHOUT RIDGE BEAM. w o N Lt SO 9483 03/31/10 SUPPORT SLAB ' STANDARD FILLER FILLER I FILLER PANEL 7. OPEN AREA REQUIREMENT SHALL BE MET REGARDLESS OF DOOR - N > OR DECK MULLION SPACING PANEL pAN (OPTIONAL) OPTIONS SHOWN ON PLAN. M PE-6798 W 30 10 (OPTIONAL) STANDARD =o �o m e / / (NOTE 5) TIONAL) %- I SEE GENERAL NOTES LLION SPACING SEE GENERAL NOTES 8. 24" MIN DISTANCE FROM INSIDE FACE OF ENCLOSURE WALL i0 C,�00 z a m 0 9zeo 04/30/10 FOR REQUIRED OPEN OPTIONAL DOOR 6) FOR REQUIRED OPEN FIRST ROOF PANEL SPAN. ¢ 3 a0 AREA, (TYP) AREA. (TYP) a x a w K5 15484 D4/30/10 END WALL ELEVATION FRONT WALL ELEVA N 9. ENCLOSURE WIDTH SHALL BE GREATER THAN 1.33 TIMES THE 4.02 z_ �~m = MEAN ROOF HEIGHT. � oa oz NH 10980 04/30/10 � �o Z a NJ z4GEo a/3a/lo 10. ALL DOORS (SIZE, SHAPE, NUMBER, TYPE, MATERIALS AND iii�llil m N�a 4545200 LOADING REQUIREMENTS) SHALL COMPLY WITH THE REQUIREMENTS 41'0 DE 14198 06/30/10 TYPICAL GABLE STYLE ENCLOSURE OF THE CODE AND THE LOCAL JURISDICTION. 4 z N MA 45542 06/30/10 0 3/16' = 1'-0" i o > o 3 MN 41532 06/30/10 N o a Y Mi 14355 06/30/10 u z Z_3 o b a U � N SC 23776 06/30/10 z o Z u < z oY a � w 4D 25455 07/24/10 o oo LL m a p o o Z Q < m S V ¢ y y Y IN PE 07/31/10 m _ 10707972 ^ F rN 106313 07/31/10 N \ \ \ \ \ w K 0009 64 07/31/10 p o o � 3J3�6 0 07/31/t0 � ®® �' � 006232 "/30/10 GA PE030159 72/31/10 uiz c:3 A 14953 12/31/10 U S Z , R'KX) (`. No 5907 12/31/10 a NM 11138 12/31/10 Z jp < g * � - 0 NV 8677 12/31/10 -3 N x< xA -3 o w< FL 1 55015 02/28/11 - 30066 03/31I11 U7 3085605 03/31/11 VOID IF NO'f ' WET SIGNED DOCUMENT HAS g WA 28747 04/02/11 ET SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED 12/23/09 PROFESSIONAL ENGINEERING LICENCES O IN o ROOF 1/4"0 LAG BOLT 0 24' OC 0 a a ATTACHMENT 2" INTO SOLID WOOD OR Lw' ROOF PANEL w ^ VINYL WINDOW JAMB = M x J 3/16"0 TAPCON ANCHORS W/ W o�cza z +•dr,;yayas{ o w z w 1 1/2" EMBED 0 36" OC #8 SMS 0 TOP AND NY 090138 03 31 09 d tr:%•:V 4 f ::a•%•:• N 3 o J UZ' / / +'r .•: :�, w a� ROOF PANEL ROOF ATTACHMENT o Q �� INTO CONCRETE BOTTOM AND MID Q J GUTTER y 4 �.c•v• o U 0 0� z r n� 4.t.o HEIGHT (TYP ES) VINYL a a KY 24351 06/30/D9 •i:'I L� �}+,•.'..` 14 rK:.'S •:'•J :•):j'• (n 3 n WK m V U ?' w}¢ ~ WINDOW ADAPTER FACIA z ;ti:• r. .. z�.i. w cn 'n ALUM - RI an+ os/Jo/os AAC521 R `'"= '`"` n w WINDOW AAC916 x" Z cam: .:4••a "t. :C::) FLUSH W/ TOP Of AAC215 R 4.t.o n n n J STRUCTURAL WALL JAMB wv n+ss 06/30/09 4.1.o MULLION AAC723 o N w o z z VA °+02 oa 3t os a z o AAC521 z Z z 0-o #8 SMS 0 TOP, / / 3-#8 SMS 0 EA MULLION, OR AAC215 2-#8 SMS 0 <g o w 04t536 HEADER SHALL m 3 a�. ,�, BOTTOM AND MID EA FACE T&B SPACE 0 24" o OR C723 EA MULLION, m¢ w o HEIGHT 48121 FULL HEIGHT PA Pl-772_ o9/30/09 BETWEEN MULLIONS (TYP) BEAR FIRMLY ON w w o +.t.o EA FACE T&B z'm F MULLION SECTION m o SPACE 0 24" �o o CORNER to Tx 94362 os/-/- PRIOR TO z AAC522 } ALUM HORIZ OVERHANG BETWEEN MULLIONS m Z— N Cn AAC924 INSTALLATION OF o w J w 4588a 10/31/09 ADAPTER WINDOW FASTENERS 12 MAX (TYP) w o NOTE: w Q AAC653 0 ALUM WINDOWS 4.1.0 v N F— OK 19405 10/31/09 1. PATIO ENCLOSURE SYSTEM IS INTENDED AND DESIGNED VINYL WINDOW OPTION W VINYL WINDOW HEAD = FOR EXISTING CONCRETE AND WOOD STRUCTURES ONLY. MC652 SHOWN ON TOP V 0 co 34009 11/30/09 VINYL WINDOW OPTION 30 S? +.1.o AAC916 ALUM WINDOW OPTION Z SHOWN ON TOP o = SHOWN ON LEFT U ALUM WINDOW 2. TAPCON ANCHORS SHALL BE INSTALLED AS DEFINED Q AL 25873 12/31/09 AAC651 SILL ALUM WINDOW OPTION 3 WITHIN ICC-ES ESR 1328. EITHER MAY BE USED IN FIELD w SHOWN ON BOTTOM 3 Z AR 13156 12/31/09 MULLION SHALL BEAR FIRMLY ON EITHER MAY BE USED IN FIELD CONNECTION AT X 0 BOTTOM TRACK PRIOR TO CA S3107 12/31/09 INSTALLATION OF FASTENERS NON-BEARING WALL EXISTING STRUCTURE CORNER o w HE 10495 12/31/09 SCREW SIZE AND SPACING TO N SECTION z DETAIL A DETAIL B - `" MATCH HEADER 4.i.o -n uo E" 12/31/09 BOTTOM w o 3 3" = 1'-0 30- HALF 30- HALF 030179 0 AAC715 uS 16508 12/31/09 OR AAC293 TRACK o o _ Y o I z a LOCATE SPLICES 08" MIN FROM o w (D a 3 0 NC 29rn 12/31/09 VERTICAL MULLIONS m o a 0 o N J — NE E-t13ze 12/31/09 EXPANSION ANCHOR, a a a OH E-64661 12/31/09 1 ANCHOR 2" EACH SIDE CL OF MULLION, (NOTE 1) da } } 3 OR 16232PE 12/31/09 n 1D m ENCLOSURE SUPPORT t 0 m w z z Y w e9n 12/31/09 3 U J o SEE ANATE F & B/E30-3 FOR a.tD AAC916 AAC916 PEN AAC652 SHOWN o 0 U N 0 CT zsasa 01/3t/to ALTERNATE FOOTING DETAILS [73 " NOTES: AAC653 ON OPP SIDE IA 33+3s 03/31/10 MIN _ 1. SPECIAL INSPECTION ON o _ SD 94a3 03/31/10 3 3/4" EMBEDMENT REQ'D VINYL % m N FOR INSTALLATIONS THAT WINDOW ADAPTER vm a HI PE 04/}0/f0 REQUIRE FOOTINGS. VINYL Q 0 9280 0+/3o/1D WINDOW JAMB Clm o 3. r ING WALL --- BEAR a o^gym KS 15484 04/30/10 ALUM `-'--'z SECTION NH 10980 04/30/10 1 WINDOW �oz 3" = 1�-0" 30- JAMB 17 III m wia nNOjC 6 N3 545200 04/30/10 Q DE 14198 06/30/10 #$ $M$ ® #8 SMS 0 E WA 45542 06/30/10 24" OC (TYP ES) 48122 24" OC (TYP ES) 0 i 0 MN +1532 O6/30/10 0 00 MULLION TYPE IV Z NT 14355 06/30/10 i 3 '- U � W SC 23T76 06/30/10 4.,.0 4.1.0 4.1.0 i z Z o AAC652 SHOWN AAC652 SHOWN AAC652 SHOWN a ' r1l zs+ss o7/24/10 AAC653 ON OPP SIDE AAC653 ON OPP SIDE AAC653 ON OPP SIDE o m o10707912 07/31/10 VINYL VINYL VINYL U 0 } TN 106313 07/31/10 WINDOW ADAPTER WINDOW ADAPTER WINDOW ADAPTER — -- H \ \ < a yr o00oe864 07/31/10 VINYL VINYL I VINYL WINDOW JAMB WINDOW JAMB WINDOW JAMB yq 33384 07/31/10 -006 IL oobz}2 11/30/10 ALUM ALUM ALUM = WINDOW WINDOW WINDOW W OIW.-N GA EOJ0159 12/31/10JAMBJAMB JAMBa /1953 12/31/10zNo s9o7 iz/3t/Io 8 SMS 0 408 SMS 0 o v,# #8 SMS 0 �24" OC (TYP ES) AAC523 #8 SMS 0 #8 SMS 0 AAC916 24" OC (TYP ES) AAC216 Nu 11138 12/31/10 24" OC (TYP ES) z 24" OC (TYP ES) 24" OC (TYP ES) NV e677 12/31/10 MULLION TYPE I MULLION TYPE II MULLION TYPE III -3 o w< .., 874 R 56D75 02 29 11 �+.' k" DETAIL a AZ 30066 OJ/31/11 HALF VINYL WINDOW OPTION SHOWN ON RIGHT `�� UT 3aa5605 03/31/11 ALUM WINDOW OPTION SHOWN ON LEFT EITHER MAY BE USED IN FIELD FOR MULLION TYPES I-N V01 IF NOT WET SIGNED DOCUMENT HAS 8 wA z8747 o+/0z/n WE T• IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED O2/23/_ PROFESSIONAL ENGINEERING LICENCES ENCLOSURE WALL (SEE A/E30-2 FOR 410 zz 1 o WALL & BOTTOM TRACK REQUIREMENTS) O 0 x a 3-14g (SST) WOOD SCREW = M C .t°. 0 CL EA MULLION w N NY 080130 03/31/09 CL OF FOOTING 1" MIN BOTTOM (SPACE 0 3" OC) TRACK J 4.1.0 MIN. 3/8" PLWD. m N KY 24361 06/30/09 ENCLOSURE WALL N ti Z J #3018 EW ® ENCLOSURE WALL z w w RI an4 06/30/o9 CL OF SLAB �']i #3018 EW 0 z 4 ho 3 1/2" CONCRETE SLAB CL OF SLAB EXST APPROVED DECK WV 17455 O6/30/09 °^ 04�26 08/31/09 \TOP OF L Z (BY OTHERS) NOTES: PA pE_ 772- 3012 OC #3012 OC OOK 2- 4'S HOOK P 1. THIS DETAIL IS TO BE USED FOR WIND UPLIFT V) Tx 94362 09/30/09 0 ,D 0 CORNERS PRESSURE < 20 sf. 3-#3 CONT HOOK NEW OF 2x BLKG N wl 45800 10/31/09 iv 0 CORNERS (2x6 MIN) USE PT OF 2. THE EXISTING DECK SHALL HAVE A PERMIT FOR w WHERE REQ'D BY CODE � CONSTRUCTION ON FILE W/ THE LOCAL JURISDICTION 0K 19405 10/31/09 -- -- UNDISTURBED SOIL O FROST LINE DEFINED BY N co 34009 11/Jo/o9 LOCAL JURISDICTION 3. THE EXISTING DECK SHALL BE QUALIFIED FOR ALL OJ 8" NOTE: 12" ADDITIONAL LOADS BY AN ENGINEER LICENSED TO AL 25873 17/31/09 ;.,, PRACTICE IN THE LOCAL JURISDICTION W W U EXST JOIST AT 24" t'-4" MIN 1. SEE 1/E30-2 FOR S ON GRADE O.C. MAX AR 13158 12 31/09 4. FOR UBC ENCLOSURES ATTACHED TO DECKS, THE L4.3 / MAY BE 12" IF REQUIREMENTS. MAXIMUM HEIGHT OF THE ROOM SHALL BE 12'-0" x SIMPSON LU26 0 OF � CA S3107 12/31/09 DEPTH IS > 3'-0' 2. USE OPTION 1 IN AREAS WITH SIMPSON HUS26Z 0 MEASURED FROM THE GROUND TO THE MEAN ROOF HT. w FROSTL .INE > 12" PT DF O WE 1a9s 1z/31/os 5. FOR IBC & IRC ENCLOSURES ATTACHED TO DECKS, w0 01 12/31/09 OPT I 1 3. SLAB H GRADE SHALL COMPLY QP N 2 MEE MAXIMUM EASURED FROMEIGHT THE GROUND TOF THE OTHEHMEANLL ROOF HT. M 030178 WITH THE REQUIREMENTS FOR 4'10 CONCRETE SHOWN ON G-2. (USE ONL ALTERNATE ws 16508 12/31/09 TO SLAB ON GRADE) DECK ATTACHMENT u 0 1 z a "` 29174 12/"/09 D AIL DETAIL B ~ Q J NE E-11328 12/31/09 3"-1'-0" 30- a a E OH E-64661 12/31/09 s OR 16232PE 12/31/09 m m Q } W1' 8977 12/31/09 W m Z Z y CT 25p858 O1/J1/10 W � Lo S U U 33435 03/31/10 U 1U (n O MI SD 9183 03/31/10 e HI PE-6798 04/30/10 C/7 O z 10 9280 04/30/10 m - �¢ 3:' N p oxom KS 15484 04/30/10 1J O �I'�� �W z� o NH 10980 04/30/10 6 O x 9 24GEO 04/30/10 m N ME a G 4545200 DE 14198 06/30/10 z MA 15542 06/30/10 O� o > 4N 11532 06/30/10 ; O U 2 Y - v1 3 � MT 14355 06/30/10 w � m SC 23776 06/30/10 z o mw z ¢ o a z e Q U wD 25455 07/24/10 o ¢ i LL 0 - a o ¢ o ¢ i < �a m PE r m _ IN 10707912 07/31/10 0 o O O n w TN 106313 07/37/10 N N a VT Ot�B64 07/31/10 0 o ®® w ¢ a Wt 330306 07/31/10 0 4 006232 11/30/10 Z i C.4 PE030159 12/31/10 m O N 14953 12/37/10 �`JJ NO 5907 12/31/10 m �� �w � v� 4 ^� 2•;' `� Nw 111 J8 12/31/10 z ~�� w0 Lu eg -p� R�m its .. �� wz NV e677 12/31/10 -3 o� w< FL 55015 az/ze/it AZ 30066 03/31/11 '.eU4b In 3085605 03/31/11 s'�>- '� -�. r+ • N VO IF N�1 •= WET SIGNED DOCUMENT HAS WA 28747 04/02/11 WE SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED 02/23/09 PROFESSIONAL ENGINEERING LICENCES STEP I-DEFINE DESIGN PARAMETERS STEP II-DETERMINE "APPLIED" LOADS STEP III-DETERMINE TRIBUTARY WIDTH TO SUPPORTING WALL_ o 1 o w � O A. CONTACT LOCAL JURISDICTION FOR ALL PARAMETERS A. ROOF LOADS-(VERTICAL LOADS): A. LOCATE APPROPRIATE ROW FOR ROOF SPAN. T w z W B DEFINE GOVERNING DESIGN CODE-SELECT ONE 1. FOR ENCLOSURES WITH LRP ROOF COVERS,USE"APPLIED" B. LOCATE APPROPRIATE COLUMN FOR ROOF OVERHANG. NY 080138 03/31/09 ROOF LOADS DETERMINED WITHIN STEP II(C)OF THE LRP J a U Kr 24361 06/30/09 1. UNIFORM BUILDING CODE(UBC) DRAWINGS FOR UPLIFT AND STEP II(E)OF THE LRP DRAWINGS C. LOCATE INTERSECTION OF ROW AND COLUMN. VALUE IN CELL IS THE TRIBUTARY WIDTH TO THE WALL SUPPORT. N N Z 0 2. INTERNATIONAL BUILDING CODE(IBC) FOR DOWNWARD DRAWINGS.RI 8724 06/30/09 (INTERPOLATION IS ALLOWED) =ww Z 3. INTERNATIONAL RESIDENTIAL CODE IRC ( ) B. WALL LOADS-(HORIZONTAL LOADS): EXISTING wv n4s5 06/30/09 ROOF ROOF 4. FLORIDA BUILDING CODE(FBC) 1. SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE. STRUCTURE ROOF RODE ROOF VERHANG OVERHANG vn ao2 0a/31/a9 SPAN I I SPAN I SPAN a1s36 5. OTHER USE ASCE 7-02 FOR FBC. (SEE TABLES BELOW) M PE- PA n2 09 C. DEFINE BASIC WIND SPEED(MPH)-SELECT ONE 2. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED. N TX 94362 09/J0/09 3. LOCATE APPROPRIATE ROW FOR WIND EXPOSURE AND RIDGE BM } GOVERNING BASIC WIND SPEED MPH rn ul 45880 10/31/09 ( ) COMPONENT. SUPPORTING SUPPORTING w JURISDICTION wAEE WALE Q: OK 194M 70/31/09 UBC 70 75 80 90 100 110 120 130 4. INTERSECTION OF APPROPRIATE COLUMN AND ROW INDICATES N _ THE APPLIED HORIZONTAL WIND PRESSURE FOR DESIGN OF THE ATTACHED RIDGE BEAM 0 En co 34009 n/3o/o9 IBC,IRC& WALL SYSTEM. 0LLJ 90 100 110 120 130 140 150 25973 12/31/09 FBC 85 W CID / a. WIND PRESSURE VALUES ARE FOR COMPONENTS AND < AR 13,5a ,2/3,/09 CLADDING. Tributary Width to Supporting Wall x 1. IBC,IRC&FBC WIND SPEEDS ARE FOR 3-SEC GUST SPEED rY PP 9 u s31o7 ,2/3,/09 b. DUE TO THE NON-HABITABLE NATURE OF A PATIO Wall Support 2. UBC WIND SPEEDS ARE FOR FASTEST MILE SPEED ENCLOSURE,THE IMPORTANCE FACTORS USED FOR THE Roof Span Overhang(ft.) Ridge o Beam WE ,a9s 12/31/09 D. DEFINE"BASIC"DESIGN ROOF LOAD DEVELOPMENT OF WIND PRESSURES ARE 0.87 AND 0.77 0 1 2 uo E" z/31/09 1. PATIO LIVE LOAD-SELECT ONE AS ALLOWED IN CODE. 8 ft 4.0 5.5 6.5 8.0 030179 uS 165M 12/31/09 a. 10 PSF 5. ENTER DESIGN PRESSURES BELOW: loft 5.0 6.5 7.5 10.0 / 12 ft 6.0 7.5 8.5 12.0 o a I ao NC 29174 12/31/09 b. 20 PSF a. ROOF LIVE LOAD(LL) 14 ft 7.0 8.5 9.5 14.0 ~ a o oN NE E-11328 12/31/09 2. ROOF SNOW LOAD-SELECT ONE b. ROOF SNOW LOAD(SL) Z5_ 16 ft 8.0 9.5 10.5 16.0 1n -� - OH E-64661 12/31/09 a. 0 PSF c. WALL WIND LOAD 18 ft 9.0 10.5 11.5 18.0 a Q E OR 16232PE 12/31/09 b. 10 PSF d. APPLIED DOWNWARD ROOF LOAD ( 20 ft 10.0 11.5 12.5 20.0 22 ft 11.0 12.5 13.5 22.0 m m wr 8977 12/31/09 c. 20 PSF e. APPLIED UPWARD ROOF LOAD _ 23 ft 11.5 13.0 14.0 j 23.0 m o Z Z y W Li CT 25-95a 01131110 d. 30 PSF w < = cai a ~ LA 33435 03/31/10 e. 40 PSF 1997 UBC- "Applied" Horizontal Wind Pressure f. 50 PSF Direction of Basic Wind Speed") MPH SD 9463 03n,/,0 Exposure Component Load �~ m HI PE-6798 04/30/10 g. 55 PSF 70 80 90 100 110 -o 3a T E. DEFINE EXPOSURE CATEGORY-SELECT ONE B,C or D Wall System In or Out 10 13 15 19 23 Cr ID 9180 04/30/10 2 0x m a KS 15484 04/30/10 1. EXPOSURE B u o NH 10980 04/30/10 2. EXPOSURE C 44 o $aZ IBC, IRC and ASCE 7 - "Applied Horizontal Wind Pressure `I'�; Nw0 24GE0 3. EXPOSURE D m sa o " 4545200°'/J0/10 Direction of Basic Wind S eed MPH DE 14199 06/30/10 NOTE,NOT REQUIRED FOR UBC JURISDICTIONS Exposure Component Load 85 90 100 110 120 130 w 45542 06/30/10 B Wall System In or Out 12 13 16 20 24 28 W w w 'R MN 41532 06/30/10 C Wall System In or Out 14 16 20 24 29 33 0 0 U U N VT 14355 06/30/10 D Wall System In or Out 17 19 24 29 35 41 0 0 0 W o SC 27776 06/30/10 j Z v 1. Fastest Mile - w Y p � ND 25455 10 07 24 a a 0 - / / 2. 3-Second Gust Speed m 0 IN 1070 912 07/J1/10 3. Pressures are for Zone 5 and may be divided by 1.2 for wall elements TN 106313 07/31/10 that are NOT within 6 feet of a cornero wW 1000 1 07/31/10 0 0 0 S S w w1 1138406 0 07/31/10IL a 091. 11/30/10 ? w O!006232 C-_ GA 030159 12/31/10 m 3"' ,' A 14953 12/31/10 o Q ND 5%7 12/31/10 oUj NM 11130 12/31/10 < m ak z a U <u W M867712/31/10 -3 �� Q � •f'•a`'�s` j„ IJI 3095605 03/31/11 I_D IF NOT WET SIGNED DOCUMENT HAS WA 28747 04/o2/11 W SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REY15£D 02/23/09 ENGINEEERINGI LIC NCES STEP IV-DETERMINE ALLOWABLE TRIBUTARY WIDTH TO WALL STEP V-DETERMINE ALLOWABLE TRIBUTARY WIDTH TO WALL SYSTEM o LO w HEADER Z C A. LOCATE APPROPRIATE TABLE FOR APPROPRIATE MULLION TYPE. (SEE C' M w G i x A. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. TABLES BELOW) N LU NY 080138 03/31/09 B. LOCATE APPROPRIATE ROW FOR HEADER TYPE,APPLIED LOAD B. LOCATE APPROPRIATE COLUMN FOR APPLIED ROOF LOAD. N DIRECTION AND MULLION SPACING. `H KY 24361 06/30/09 C. LOCATE APPROPRIATE ROW FOR APPLIED W IND LOAD,MULLION m N C. LOCATE INTERSECTION OF ROW AND COLUMN. VALUE IN CELL IS HEIGHT AND MULLION SPACING. RI 8724 06/30/09 THE MAXIMUM ALLOWABLE TRIBUTARY WIDTH THAT CAN BE W Z 4 SUPPORTED BY THE HEADER. D. LOCATE INTERSECTION OF ROW AND COLUMN. VALUE IN CELL IS THE �o WV 17455 06/30/09 MAXIMUM ALLOWABLE TRIBUTARY WIDTH THAT CAN BE SUPPORTED BY vA 0402 OB/31/09 D. REPEAT PROCESS FOR BOTH DOWNWARD AND UPWARD APPLIED THE WALL MULLION. 041536 LOADS. THE ALLOWABLE TRIBUTARY WIDTH THAT CAN BE RE_ E. CONFIRM TRIBUTARY WIDTH IN STEP III DOES NOT EXCEED ALLOWABLE � PA 772_ -/-/09 SUPPORTED BY THE WALL HEADER IS THE MINIMUM OF THE w TRIBUTARY WIDTH. r Tx 94362 09/30/09 TRIBUTARY WIDTHS FOR APPLIED DOWNWARD AND WIND UPWARD to LOADS. F. INTERPOLATION BETWEEN VALUES IS ALLOWED. (- N u1 45eeo I0/31/09 E. CONFIRM TRIBUTARY WIDTH IN STEP III DOES NOT EXCEED G. USE APPLIED DOWNWARD LOAD=0 PSF FOR NON-LOAD BEARING Li OK 19405 10/31/09 ALLOWABLE TRIBUTARY WIDTH. WALLS. N Co 34009 1I/30/09 0 w AL 25873 12/31/09 LZ,3 m 470.4 X 1¢ AR 13158 12/31/09 CA s3107 12/31/09 Allowable Tributary Width to Header Allowable Tributary Width to Wall System Mullion Type I J w Direction Mullion Applied Roof Load(psf) Horizontal Maximum Applied Downward Roof Load(psf) WE 10495 12/31/09 Header Mullion - Type of Applied Spacing 10 15 20 25 30 40 50 60 Wind Height Mullion uo EN 2/31/09 Load (in) Pressure Spacing 0 10 15 20 25 30 40 50 60 030178 uS 16508 12/31/09 Type I Upward& 36 15.0 15.0 15.0 13.9 11.6 8.7 7.0 5.8 7 60 15.0 15.0 15.0 15.0 12.7 10.9 8.5 7.0 5.9 (AAC723 Downward 42 15.0 15.0 12.8 10.2 8.5 6.4 5.1 4.3 7.5 60 15.0 15.0 15.0 12.3 10.3 8.8 6.9 5.6 4.8 o 3 o NC 29174 12/31/09 Rev A Loads 48 15.0 13.1 9.8 7.8 6.5 4.9 3.9 3.3 8 60 15.0 15.0 12.1 9.7 8.1 6.9 5.4 4.4 3.7 ~ a 0 0 60 12.6 8.4 6.3 5.0 4.2 3.1 2.5 2.1 10 9 60 15.0 8.9 6 77 5.3 4.5 3.8 3.0 2.5 2.1 N NE E-n3ze 12/31/09 36 15.0 15.0 15.0 15.0 15.0 11.9 9.5 8.0 U1 0' Upward& 10 48 15.0 9.2 6.9 5.5 4.6 4.0 3.1 2.5 2.2 a a OH E-64661 12/31/09Trl� Type II Downward 42 15.0 15.0 15.0 14.0 11.7 8.8 7.0 5.8 12 42 11.5 3.9 2.9 2.3 2.0 1.7 1.3 1.1 0.9 a N (AAC215) 48 15.0 15.0 13.4 10.7 8.9 6.7 5.4 4.5 7 60 15.0 15.0 12.1 9.7 9.7 8.1 6.9 5.4 4.4 r OR 16z3zPE Iz/31/o9 Loads 60 15.0 11.5 8.6 6.9 5.7 4.3 3.4 2.9 m m 7.5 60 15.0 11.4 8.6 6.9 6.9 5.7 4.9 3.8 3.1 r WY 8977 12/31/D9 36 15.0 15.0 15.0 13.0 10.8 8.1 6.5 5.4 �w m Upward& 8 48 15.0 15.0 11.6 9.3 9.3 7.7 6.6 5.2 4.2 Z ow �" Type III 42 15.0 15.0 11.9 9.5 7.9 6.0 4.8 4.0 15 9 42 15.0 11.4 8.6 6.9 6.9 5.7 4.9 3.8 3.1 `� 3 0 J w CT 25&S8 o,/31/10 Downward W a w a (AAC521) 48 11.7 12.2 5.1 4.3 3.1 2.9 3.3 3.0 w 0 = 0 0 Loads 10 36 15.0 9.4 7.0 5.6 5.6 4.7 4.0 3.2 2.6 o o 0 rn o LA 33435 03/31/10 60 11.7 7.8 5.8 4.7 3.9 2.9 2.3 1.9 12 42 0 ' SD 9483 03/31/10 7 48 15.0 15.0 13.5 10.8 10.8 9.0 7.7 6.0 4.9 NOTE: 7.5 48 15.0 12.2 9.1 7.3 7.3 6.1 52 4.1 3.4 HI PE-6798 04 30 10 = m m / / 8 48 15.0 7.1 5.3 4.3 4.3 3.6 3.1 2.4 2.0 0 a 1 ao APPLIED ROOF LOADS ARE AS DETERMINED IN THE METALS USA LRP ROOF 20 r�o z 0 9zeo a/3D/to 9 36 15.0 9.2 6.9 5.5 5.5 4.6 4.0 3.1 2.5 _�¢ 3n m N o PACKAGE. THESE LOADS INCLUDE LIVE,WIND AND SNOW AND ARE COMBINED 10 42 ° ox o 0 KS 15484 04/30/10 AS DEFINED WITHIN THE CODE. O ��o 12 36 �o o�m� o NH 10980 04/30/10 4.1.0 7 48 15.0 10.2 7.6 6.1 5.1 4.4 3.4 2.8 2.4 III'_ �az�' nNO a N3 z4cE° a 30 10 7.5 42 15.0 10.5 7.9 6.3 5.3 4.5 3.5 2.9 2.5 m a g 4245200 / / 25 8 36 15.0 12.1 9.1 7.3 6.1 5.2 4.1 3.3 2.8 DE 74198 06/30/10 9 42 E z MA 45542 06/30/10 10 36 Z N p 12 36 ao a UN 41532 06/30/10 7 36 15.0 15.0 14.0 11.2 11.2 9.3 8.0 6.2 5.1 o a o 7.5 36 15.0 11.0 8.2 6.6 6.6 5.5 4.7 3.7 3.0 0 - 1!i 14355 06/30/10 w 8 36 12.9 4.3 3.3 2.6 2.6 2.2 1.9 1.5 1.2 0 3 0 sc zm6 06/30/10 30 9 36 z " } w w - I Z ¢ Z MD 25455 07/24/10 10 36 o o 12 36 z N m 1N 10707912 07/31/10 7 36 15.0 11.1 8.3 6.7 6.7 5.6 4.8 3.7 3.1 V U U U ' SaJ }m o 7N t3 7.5 36 10.6 3.6 2.7 2.2 2.2 1.8 1.6 1.2 1.0 _ W t0063 07/31/10 8 35 8 - 42 o N o VF 0009164 07/31/1° 9 36 vA 33384 07/31/10 10 36 aj 006 12 36 IL oo za2 11/30/Io 7 36 12.2 4.1 3.1 2.5 2.5 2.1 1.8 1.4 1.2 GA PE030159 12/31/10 7.5 36 W -z 0 A 14953 12/31/10 40 9 36 o W � =z tm a''v k c'` 'r t 8 36 a o t ? �� - No 5907 12/31/I0 10 36 o Nu 11138 12/31/10 12 36 Z m cl- Na 40 z 7 o n NV e677 12/31/I0 a FL 55015 02 28 11 LA AZ 30066 03/31/11 : R_ o ur 3085605 03/31/11 Vol IF NOr- WET SIGNED DOCUMENT HAS WA 28747 04/02/11 ET SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED 02/23/09 PROFESSIONAL 0 ENGINEERING LICENCES STEP V-(CONTINUED) 0 W 0 ro V) W U NY 080136 03/31/D9 Allowable Tributary Width to Wall System Mullion Type II Allowable Tributary Width to Wall System Mullion Type III Allowable Tributary Width to Wall System Mullion Type IV y F a w 3o D9 Horizontal Maximum Applied Downward Roof Load(psf) Horizontal Maximum Applied Downward Roof Load(psf) Horizontal Maximum Applied Downward Roof Load(psf) a =a xv 24361 os / / Mullion Mullion Mullion m U U Wind Mullion Wind Mullion Wind Mullion NNz J Height Height Height RI 8724 06/30/09 Pressure Spacing 0 10 15 20 25 30 40 50 60 Pressure Spacing 0 10 15 20 25 30 40 50 60 Pressure Spacing 0 10 15 20 25 30 40 50 60 Z WV 17455 06/30/09 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 12.7 10.8 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 13.9 11.8 7 60 15.0 15.0 15.0 15.0 1 15.0 15.0 15.0 15.0 15.0 0402 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 14.0 11.4 9.7 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 13.4 11.0 9.3 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 " 041536 oe/31/o9 10 8 60 15.0 15.0 15.0 15.0 15.0 15.0 12.4 10.1 8.6 1 10 8 60 15.0 15.0 15.0 15.0 15.0 13.6 10.6 8.7 7.4 1 10 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 PA PE- 09/.30/09 9 60 15.0 15.0 15.0 15.0 14.2 12.2 9.5 7.8 6.6 9 60 15.0 15.0 14.6 11.7 9.7 8.3 6.5 5.3 4.5 9 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 w D56772- F 10 60 15.0 15.0 1 15.0 1 12.7 10.6 9.1 7.1 5.8 4.9 10 48 15.0 15.0 15.0 12.0 10.0 1 8.6 6.7 5.5 4.6 10 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 to rx 94362 09/30/09 12 48 1 15.0 15.0 12A 10.0 8.3 7.1 5.6 4.6 3.9 1 12 42 15.0 10.8 8.1 1 6.5 5.4 4.7 3.6 f 3.0 2.5 12 60 15.0 15.0 15.0 15.0 15.0 1 15.0 1 12.5 10.3 8.7 fn MI 45800 10/31/09 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 12.7 10.4 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 1 12.0 9.9 7 60 15.0 1 15.0 15.0 1 15.0 15.0 15.0 15.0 15.0 1 15.0 L0 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 14.1 11.0 9.0 7.5 60 15.0 15.0 15.0 15.0 15.0 13.2 11.3 8.8 7.2 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 OK 19405 10/31/09 _ 8 60 15.0 15.0 15.0 15.0 15.0 14.0 12.0 9.3 7.6 8 48 15.0 15.0 15.0 15.0 15.0 15.0 14.1 11.0 9.0 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 to _ co 34009 11/30/09 15 9 60 15.0 15.0 14.4 11.5 11.5 9.6 8.3 6.4 5.3 15 9 42 15.0 15.0 15-0 15.0 15.0 13.0 11.1 8.7 7.1 15 9 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 -1 En W 10 48 15.0 15.0 15.0 13.0 13.0 10.8 9.3 7.2 5.9 10 42 15.0 14.2 10.6 8.5 8.5 7.1 6.1 4.8 3.9 10 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 14.3 Z J AL 25873 12/31/09 W co 12 1 42 15.0 12.4 9.3 7.5 7.5 6.2 5.3 4.2 3.4 12 36 15.0 5.4 4.1 3.3 3.3 2.7 2.3 1.8 1.5 12 60 15.0 15.0 15.0 14.7 14.7 12.2 10.5 8.2 6.7 < AIR 13158 12/31/09 7 60 15.0 15.0 15.0 15.0 15.0 15.0 13.1 10.2 8.3 7 60 1 15.0 15.0 1 15.0 14.1 14.1 11.8 10.1 7.9 6.5 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 X 7.5 60 15.0 15.0 15.0 15.0 15.0 12.6 10.8 8.4 6.9 7.5 48 15.0 15.0 15.0 15.0 15.0 15.0 12.8 10.0 8.2 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 CA S3107 12/31/09 W 20 8 60 15.0 15.0 15.0 12.1 12.1 10.1 8.6 6.7 5.5 20 8 48 15.0 15.0 15.0 12.3 12.3 10.3 8.8 6.9 5.6 20 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 Ld ME 10495 12/31/09 9 48 15.0 15.0 15.0 13.2 13.2 11.0 9.4 7.3 6.0 9 36 15.0 15.0 15.0 14.5 14.5 12.1 10.4 8.1 6.6 9 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 10 42 15.0 15.0 14.7 1 11.8 11.8 9.8 8.4 6.6 5.4 10 36 15.0 11.1 8.3 6.7 6.7 5.6 4.8 3.7 3.1 10 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 13.1 10.7 M MO 030IM 12/31/09 12 36 15.0 10.3 7.7 6.2 6.2 5.2 4.4 3.5 2.8 12 36 12 48 15.0 15.0 15.0 15.0 15.0 13.8 11.9 9.2 7.6 Ms 16508 12/31/09 7 60 15.0 15.0 15.0 14.3 12.0 10.3 8.0 6.5 5.5 7 48 15.0 15.0 15.0 15.0 14.7 12.6 9.8 8.1 6.8 7 60 15.0 15-0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 7.5 60 15.0 15.0 13.7 11.0 9.2 7.9 6.1 5.0 4.3 7.5 48 15.0 15.0 13.8 11.0 9.2 7.9 6.1 5.0 4.3 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 o 3 O NC 29174 12/31/09 ~ Q O O 25 8 48 15.0 15.0 15.0 15.0 12.6 10.8 8.4 6.9 5.8 25 8 42 15.0 15.0 14.0 11.2 9.3 8.0 6.2 5.1 4.3 25 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15-0 15.0 J NE E-11328 17/31/09 9 42 15.0 15.0 15.0 13.0 10.8 9.3 7.2 5.9 5.0 9 36 15.0 13.0 9.8 7.8 6.5 5.6 4.4 3.6 3.0 9 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 13.0 11.0 1n 0H E-64661 12/31/09 10 36 15.0 15.0 15.0 12.1 10.1 8.6 6.7 5.5 4.7 10 42 10 60 15.0 15.0 15.0 15.0 13.7 11.7 9.1 7.5 6.3 a ¢ E 12 36 7.8 2.6 2.0 1.6 1.3 1.2 0.9 0.8 0.6 12 36 12 48 15.0 15.0 12.5 10.0 8.3 7.1 5.6 4.6 3.9 0R 16232PE 12/31/09 m 7 60 15.0 15.0 13.4 10.7 10.7 8.9 7.7 6.0 4.9 7 48 15.0 15.0 13.7 10.9 10.9 9.1 7.8 6.1 5.0 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 } m wr e9n 12/3t/W 7.5 60 15.0 12.2 9.1 7.3 7.3 6.1 5.2 4.1 3.4 7.5 48 15.0 7.9 5.9 4.7 4.7 4.0 3.4 2.7 2.2 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 o m o 8 48 15.0 15.0 13.6 10.9 10.9 9.1 7.8 6.1 5.0 8 36 15.0 15.0 15.0 12.0 12.0 10.0 8.6 6.7 5.5 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 3 3 v J w Cl PEN 01/n/10 30 30 30 w _ < 25658 9 42 15.0 14.2 10.7 8.6 8.6 7.1 6.1 4.8 3.9 9 42 9 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 11.9 9.8 _ U 33435 03/37/10 10 36 15.0 12.2 9.2 7.3 7.3 6.1 5.3 4.1 3.4 10 36 10 60 15.0 15.0 12.5 10.0 10.0 8.3 7.2 5.6 4.6 o o cz (n o 4 12 36 12 36 12 42 15.0 15.0 12.0 9.6 9.6 8.0 6.9 5.4 4.4 J _ SD 9483 03/31/10 7 48 15.0 15.0 15.0 15.0 15.0 12.6 10.8 8.4 6.9 7 42 15.0 15.0 14.5 11.6 11.6 9.7 8.3 6.5 5.3 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 W PE-6799 04/30/10 7.5 48 15.0 15.0 13.6 10.9 10.9 9.1 7.8 6.1 5.0 7.5 36 15.0 15.0 15.0 12.5 12.5 10.4 8.9 7.0 5.7 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 8 42 15.0 15.0 14.9 11.9 11.9 9.9 8.5 6.6 5.4 8 36 15.0 9.5 7.2 5.7 5.7 4.8 4.1 3.2 2.6 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 14.2 C1=o ID 9280 04/30/10 35 35 35 -4 a 3 m B 9 36 15.0 15.0 12 5 10.0 10.0 8.3 7.1 5.6 4.6 9 36 9 60 15.0 15.0 15.0 14.9 14.9 12.4 10.6 8.3 6.8 x m Ks 154e4 a/3o/10 10 42 10 36 10 42 15.0 15.0 15.0 15.0 15.0 15.0 15.0 13.6 11.1oo R m Z �F n 12 36 12 36 12 36 15.0 15.0 14.0 11.2 11.2 9.4 8.0 6.3 5.1 o o w a o NH 10980 04/30/10 0 z - 7 48 15.0 15.0 14.6 11.7 11.7 9.7 8.4 6.5 5.3 7 36 15.0 15.0 15.0 14.6 14.6 12.2 10.4 8.1 6.7 7 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 ���) Nwo Na �54zoo 04/30/l0 7.5 42 15.0 15.0 15.0 12.5 12.5 10.4 8.9 7.0 5.7 7.5 36 15.0 10.5 7.9 6.3 6.3 5.3 4.5 3.5 2.9 7.5 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 m v a 0E 14198 06/30/10 40 40 40 8 36 15.0 15.0 15.0 14.5 14.5 12.1 10A 8.1 6.6 8 42 8 60 15.0 15.0 15.0 15.0 15.0 15.0 15.0 13.6 11.1 s e 9 36 15.0 9.7 7.3 5.9 5.9 4.9 4.2 3.3 2.7 9 36 9 48 15.0 15.0 15.0 15.0 15.0 1 15.0 15.0 1 13.0 1 10.7 z MA 45542 06/30/10 10 36 10 36 10 42 15.0 15.0 15.0 15.0 15.0 14.9 12.8 9.9 8.1 w g 12 36 12 36 12 36 15.0 8.8 6.6 5.3 5.3 4.4 3.8 3.0 2.4 o O _ MN 41532 06/30/10 o a 3 U D U w MI 14355 06/30/10 NOTE: - N _Z i o N 3 U O � SC 23776 06/30/10 MULLION HEIGHT IS DEFINED AS THE LENGTH OF THE MULLION FROM z " i z o )ADzs4ss a7/z4/10 BOTTOM OF MULLION TO TOP OF MULLION. o z o y 4.1.0 Z N < m OU IN PE 07/31/10 107079t2 ' U m n e . TN 106313 07/31/70 J/0'8 rZ \ \ \ < u Vt 0009164 07/31/10 0 0 0 o - yA 33384 07/31/10 a 006 rl 081. IL006232 11/30/10 a GA E03o15912/71/10 F N ,��,t> �, < 3 u 14953 I2/31/10 ND 1 5907 12/31/10 m 0. a NM 1113e 12/31/10 z NV 8677 12/31/10 -3 p w a FL y 55015 02/28/17 ~ w: '�/! t 47 - tN La Az 30066 03/31/11 to 30115605 03/31/11 V01 IF NOT WET SIGNED DOCUMENT HAS WA 28747 a/oz/n WET IGNED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED 112/23/09 ONAL O ENGINEEORIN6FISI LICENCES O 1_ STEP VI—DETERMINE FOOTING REQUIREMENTS Z I o Footing Requirements O rn o A. DETERMINE THE APPLIED WIND LOAD M W m Trib Width Applied Gravity and Uplift Load to Roof(psf) = z x Mullion 1. SELECT APPROPRIATE TABLE BASED ON GOVERNING CODE. USE Spacing(in) to Wall u) W = NY oeo138 03/31/09 ASCE 7-02 FOR FBC. (feet) 10 15 20 25 30 35 40 45 50 55 60 U ti KY 24361 06/30/D9 a '-s,}:¢. V 2. LOCATE APPROPRIATE COLUMN FOR BASIC WIND SPEED. 5 v z N jy RI 8724 06/30/09 6 } >.}:} F Z 4 3. LOCATE APPROPRIATE ROW FOR WIND EXPOSURE AND DIRECTION 7 e } } :>:} o WV 17455 06/30/09 OF LOAD. 36 8 } 0426 08/31/D9 4. THE NUMBER AT THE INTERSECTION OF THE APPROPRIATE ROW 10 p" PE-772 /30/D9 AND COLUMN IS THE APPLIED WIND LOAD TO THE ROOF(MWFRS). 11 . ,.,} �,g,- ;r, La H TX 94362 09/30/09 4,t,o IBC,IRC and ASCE 7-"Applied"Vertical Wind Loads D MI 45880 10/31/09 5 Direction of Basic Wind Speed MPH Exposure Component 6 OK 19405 10/31/09 Load 85 90 100 110 120 130 �x N > co 34009 11 w 09 Upward 12 14 17 21 24 29 7 .: ! ¢ 4 En / / B Roof System 42 g ¢ ":._} } 4 }} } ', v w Downward 0 0 0 0 0 0 r Z AL 25873 12/31/D9 g ='g a t W LIl C Roof System Upward 15 17 21 25 30 35 - AR 13158 12/31/09 Downward 0 0 0 0 0 0 1� W ¢ } r}*} } x CA S3107 12/31/09 12 111 DOOR fe,3 1.10011 W 3. 3-Second Gust Speed 0 0 ME 10495 12/31/09 4. Pressures shall be inc.by 15 percent for enclosures(wilt in Alaska. 5 ""?ix} " •:}i" Of WO 030178 12/31/09 B. DETERMINE FOOTING REQUIREMENTS FOR DOWNWARD LOADS. _ MS 16508 12/31/09 48 , 1. ALL ENCLOSURES WITH LIVE LOADS GREATER THAN 20 PSF AND 8 as k 7'} SE RI -1.}, .#i NC 29174 12/31/09 g .:}: ,.} ,>} . $i} ,c '..TT! ~ Q 0 0 SHALL HAVE A CONTINUOUS FOOTING BELOW THE ENCLOSURE _ NE E-11328 12/31/09 WALL. SEE DETAIL A/E30-3 FOR FOOTING REQUIREMENTS. 10 11 'ro rai r tr, i'7'' C;," In 0- DH E-64661 12/31/09 2. FOR ENCLOSURES WITH LIVE LOADS LESS THAN OR EQUAL TO 20 12 =°'"` ' -+' ""''}� "N } a OR 16232PE 12/31/09 PSF, 0 _ y.. .., z4b m _. m a i 1} ;n MIS , VN 8977 12/31/D9 a. USING THE TABLE BELOW,LOCATE THE COLUMN FOR 6 .,¢4 r4 4:1y �} ,t',; .}�€ o m 61 a CT PE" 01/31/10 APPLIED ROOF LOAD. 7 y 25858 60 g IA 33435 03/31/10 b. USING THE TABLE BELOW,LOCATE APPROPRIATE ROW FOR g •:U4 �. ~gay ,.ra .}v:,•§ .✓ .}.�,Y, MULLION SPACING AND TRIBUTARY WIDTH TO WALL(USE 0 10 }:}. SO 9+83 03/31/10 FOR NON-BEARING WALLS). 11 w PE-6798 04/30/10 12 .lT. =t-,T _`�' .�a:e `� ; _'o <T w c. IF THE CELL AT THE INTERSECTION OF THE APPROPRIATE 0 3n m N s D 9280 04/30/10 COLUMN AND ROW IS SHADED,A CONTINUOUS FOOTING AS _ Slab on Grade is Acceptable Where Frost Depth is Zero Cf— of o m m Ks 15484 G4/30/10 SHOWN IN DETAIL A/E30-3 IS REQUIRED. NH 109e0 0+/30/10 gym,,,, = Fooling Required-See Detail A/E40-3(Option 1) 05,1i a C. DETERMINE FOOTING REQUIREMENTS FOR UPLIFT LOADS �I') 24GEO " 4545200°'/J0/'° 1. DETERMINE IF A FOOTING IS REQUIRED = Special Engineering Required DE 14198 06/30/10 a. USING THE TABLE BELOW,LOCATE THE APPROPRIATE Shaded Cells to left of HeavyLine mayuse footing Option 2 shown on AIE40-3 F MA 45542 06/30/10 COLUMN FOR THE APPLIED UPLIFT WIND LOAD. s MN 41532 06/30/10 0 b. USING THE TABLE BELOW,LOCATE APPROPRIATE ROW FOR - Mr 1+355 06/30/I0 MULLION SPACING AND TRIBUTARY WIDTH TO WALL(USE 0 s 0 sc 23T76 06/30/10 FOR NON-BEARING WALLS). o w W w Mo 25455 07/24/10 c. IF THE CELL AT THE INTERSECTION OF THE APPROPRIATE i 0 0 0 IN PE 07/11/10 COLUMN AND ROW IS SHADED,A CONTINUOUS FOOTING AS 107m912 SHOWN IN DETAIL A/E30-3 IS REQUIRED. ' m TN 106313 07/31/10 m w VT 0009864 07/31/10 o 0 w1 33384 6 07/31/10 a IL 081 006232 11/30/10 GA E030159 12/31/10 A 14953 12/31/10 �2 Z 0 ND 5907 12/31/10 NM 11138 12/31/10 G 1n� w� .• f:t '��'. NV 8677 12/31/10 o a k �r 1�3 iF F� FL 55015 02/28/11 LA ,Yu- IAZ 30066 03/31/11 Ur 3085,605 03/31/11 VO NOT WET SIGNED DOCUMENT HAS wA 28747 a/oz/n wE '>SI NED WITH BLUE INK EMBOSSED CORPORATE SEAL REVISED 02/23/09 0 PROFESSIONAL (5 I o ENGINEERING LICENCES O 00 0.245 0.875 w o 0.375 3.062 -3.120 0 0 z � �'1.250� �0.245 � w cy) - r 3.120 3.000 2.875 3.000 3.120 2.000 NY OW136 03/31/09 0.656 1.062 2.000 a a KY 24361 06/30/09 '1 L 0.622 RI 8724 06/30/09 0.219 1.062 1.062 - 1.250 0.245 Z 1.437 1.437 3.120 N p WV 17455 06/30/09 0402 HORIZONTAL ADAPTER WINDOW FRAME JAMB (LOCK) FRAME JAMB FRAME HEADER FRAME SILL VA OB/31/09 04153fi PA 77z_ 09/30/09 DETAIL AAC924 DETAIL AAC652 DETAIL AAA DETAIL ��� 4.1.0 DETAIL HALF HALF HALF HHL oJa HALF HHl OJU HALF AAC651 F V) 7X 94362 09/30/09 N MI 45M 10/31/09 W 3.893 3.286 V) z OK 19405 10/31/09 3.286 0.310 t.268 to Z Co 34M 11/30/D9 1.140 "3.230 0.373 f 4.390 �- 0.555 0.310 0.750 1.000 o Z 1.249 � 0.69.0 1.715 t 1.965 w CL AL 25873 12/31/09 'A 1.062 0.875 AA 13158 12/31/09 1.919 2.221 _ �K 3 X O t=.062 0 1-195 0.501 3.02 0.548 J U CA s3107 12/31/09 l� - 1.977 E260�1 0.548 W ME 10495 12/31/09 0.445 T 1.610 1.570-14-0.367 3.026 O WALL HEADER ELECTRICAL WALL HEADER ADJUSTABLE WALL HEADER ® BASE SHOE ELECTRICAL BASE SHOE MO 030N78 12/31/09 M5 16508 017 12/31/09 DETAIL DETAIL ���1 DETAIL A A��� DETAIL AAC521 HHLCIJ H4C723H AAC293 -DETAILAAC715 HALF HALF HALF HALF HALF 0 1 3 -t NC 29174 12/31/09 1.3$1 Q � 0 U) _J NE E-11328 12/31/09 2.000 0.583 0.560 2.250 0.560 0.768 2.240 0.758 cn of *1.500 0095 a a o OH . E-64661 12/31/09 f OR 16232PE 12/31/09 1.311 m m 0.300 2.155 o m 0 w Z z Y iJ w1' 8977 12/31/09 3.065 3.150 3.160 0 524 3.150 2.770 3.160 �10 3.065 c32a�se ol/31/l0 0.521.315 0.521 5 0.225 0 0 0 o LA 33435 03/31/10 L0.500 0.085 0.704 �� Q S0 94M 03/31/10 0.190 1.351 0.820 1.060 0.085 1.018 1.070 m zi MI PE-6798 04/30/10 WALL CHANNEL-PANEL MULLION MATED H ELECTRICAL WALL MULLION ELECTRICAL WALL MULLION U�o ID 9280 04/30/10 DETAIL �� DETAIL �� DETAIL �� DETAIL DETAIL 3�m� HHI,JCC HHI.JCJ HH1,710 HHl.C10 48122 C= oxom HALF HALF HALF HALF HALF KS 15464 04/30/10 N NH 10980 04/30/10 O w _ O 0.564 -k will NJ ��a/3o/10 0.768 0.768 fi DE 1419e 06/30/10 0.424 F z MA 45542 06/30/10 0.768 2.925 z 3.080 o > MN 41532 06/30/10 0 3 O U z Q M1 14355 06/30/10 u 3 �. b U p SC 23776 06/30/10 Z w w w ~ < w ' ' MD 25455 07/24/10 3.763 o o 0 0 CORNER WALL MULLION m IN 10707912 07/31/10 1N 106313 07/31/10 DETAIL o O < w o HALF DIMENSIONS SHOWN ARE FOR INFORMATION ONLY. REFER TO m o r VT018 0009164 07/31/10 �� / / MANUFACTURER DIE DRAWINGS FOR ELEMENT SPECIFICATIONS. N1 -006 07 31 10 IL 006232 11/30/10 = Z O G E03015912/31/10 zzw � n W 14953 12/31/10 a <�� � ND 5907 12/31/10 NM 11138 12/31/10 Z lnr NV 8677 12/31/10 -3 o Z R 55015 02/28/11 ~ i° .'x �a+'" Al 30066 03/31/11 ;? Y UT 3065605 03/31/11 VOI IF NOT WET SIGNED DOCUMENT HAS wA 2V11 04/02/n WET SIGNED WITH BLUE INK EMBOSSED CORPORATE SEAT_ REVISED 02/23/09 CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG p / PERMIT # L496 Cf 6- DATE RECEIVED SCOPE OF WORK: UP4J— G0 v t— u s uv-e_ s � Lh an D T ACTION INITIALS ENTERED INTO CHET CHECKED FOR COMPLETENESS s �`�•O Pl 5-,26 -07 Ewe NEB O`er` �c a Zoning: Setbacks OK? Lot Size: A 16b Building Size: ( Le g Lot Coverage: ' S'S avj 2- FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? p0RT),0,P BUILDING PERMIT City of Port Townsend �w Development Services Department 250 Madison Street,Suite 3, Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-076 Permit Type Residential - Addition/Remodel Project Name Add 147 sq. It. patio cover and Site Address 1543 LOGAN ST Parcel# enclosure 948317402 Project Description Add 147 sq. ft. patio cover and enclosure Names Associated with this Project License Type Name Contact Phone# "hype License# Exp Date Applicant Kruse Robert J Owner Kruse Robert J Contractor Aawnings& Sunrooms O CITY 007816 12/31/2009 Of Distinction Contractor Aawnings & Sunrooms O STATE AAWNII*99ID 03/20/2011 Of Distinction Fee Information Project Details Project Valuation S3.785.25 Sunrooms and Solariums 147 SQFT Plan Review Fee 63.21 Units: Heat Type: PLAN REVIEW DEPOSIT 150 150.00 Bedrooms: Construction Type: V - B PLAN REVIEW REFUND 150 150.00 Bathrooms: Occupancy Type: PLAN REVIEW DEPOSIT 50 50.00 PLAN REVIEW REFUND 50 -50.00 Building Permit Fee 97.25 State Building Code Council Fee 4.50 Technology Fee for Building Permit 5.00 Record Retention Fee for Building 5.00 Permit Total Fees $ 474.96 xxY SEE ATTACHED CONDITIONS **x Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner off tile property or authorized agent of the owner. Print Name (ram �-/ )3ue " Date Issued: 05/27/2009 Issued B\: SFOSTER Signature Date Z7 Date Expires: 1 1/23 12 009 �p.VOR7Tp�Ly BUILDING PERMIT City of Port Townsend 9� Development Services Department �W 250 iMadison Street,Suite 3, Port To-vi nsend,wA 98368 (360)379-5095 Project Information Permit# BLD09-076 Permit Type Residential - Addition/Remodel Project Name Add 147 sq. ft. patio cover and Site Address 1543 LOGAN ST Parcel # enclosure 948317402 Project Description Add 147 sq. ft. patio cover and enclosure Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. work is verified by obtaining a valid inspection. The erantine of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 1 certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 0�,/27/2009 Issued B,: SFOSTER Signature Date _ Date Expires: 111/2_/2009 Look Up a Contractor, Elec' in, Plumber or Elevator Professional rise Detail Pagel of 2 Information in Spanish I Topic Index I Contact Info -`Search Home Safety Claims 8 Insurance Workplace Rights Trades&Licensing Find a Law(RCW)or Rule(WAC) Get a form or publication 10 Help Return to List > Start a New Search > II Printer friendly General/Specialty Contractor A business registered as a construction contractor with Lftl to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Verify Workers'Comp Premium Status Check for Dept. of Revenue Account Name AAWNINGS/SUNROOMS/DISTNCTN UBI No. ; 602098880 INC Phone No. (360) 681-2727 Status ACTIVE Address 141 TIMBERLINE DR License No. AAWNII'991DA Suite/Apt. License CONSTRUCTION Type CONTRACTOR City SEQUIM Effective 3/1/2001 Date State WA Expiration 3/20/2011 Date Zip 98382 Suspend 11 Date County CLALLAM Specialty 1 1; GENERAL Business Corporation Specialty 2 ii UNUSED Type Parent Company Other Associated Licenses License Name Type Specialty Specialty Effective Expiration Status 1 2 Date Date AAWNINGS CONSTRUCTION AAWNID'044PMOF CONTRACTOR GENERAL UNUSED 10/14/19962/19/2001 ARCHIVED DISTINCTION Business Owner Information =: Hide All Name Role Effective Date Expiration Date BUCHSER, SUSAN E PRESIDENT 03/01/2001 BUCHSER, DANIEL C SECRETARY 03/01/2000 BUCHSER, BRADFORD H TREASURER 03/01/2001 BUCHSER, JENNIFER E VICE PRESIDENT 03/01/2001 Bond Information Bond Bond Effective Expiration Cancel Impaired Bond Received Bond Company Account Date Date Date Date Amount Date Name Number 3 CBIC SE8344 03/03/2003 Until $12,000.00 03/11/2003 littps://fortress.wa.gov/lnl/bbip/Detall.aspx 5/26/2009 Look Up a Contractor, Elec' *an, Plumber or Elevator Professional nse Detail Page 2 of 2 I CCancelled I I I I =' Insurance Information i Policy Effective Expiration Cancel Impaired Amount Received Insurance Company Name Number Date Date Date Date Date 9 COUNTRY am9002130 11/12/200811/12/2009 $1,000,000.0011/13/2008 MUTUAL INS CO COUNTRY 8 CASUALTY CM5050945 11/12/2006 11/12/2008 $1,000,000.0012/24/2007 INSURANCE CO CERTAIN 7 UNDERWRITERS WAS000068 02/19/200602/19/2007 $300,000.00 02/21/2006 AT LLOYDS LLOYDS OF 6 LONDON WAS00000420 02/19/200602/19/2007 $300,000.00 02/17/2006 (UNDERWRITERS 5 AMERICAN 010E3436388 02/19/2005 02/19/2006 02/19/2006 $300,000.00 01/31/2005 STATES INS CO 4 AMERICAN 010E3436387 02/19/200402/19/2005 $300,000.00 01/27/2004 STATES INS CO 3 AMERICAN 010E3436386 02/19/200302/19/2004 $300,000.00 02/27/2003 STATES INS CO 1 AMERICAN 010E3436384002/19/2001 Until 03/01/2001 STATES INS CO Cancelled \ccCe About L&I I Find a job at LEA I Site Feedback I Toll-free Numbers ©Washington State Dept.of Labor and Industries.Use of this site is subject to the laws of the state of Washington_ - Access Agreement( Privacy and security statement I Intended use/external content policy I Staff only link w4...,e.�..✓. .»,:�.?„ -,-.;,�s..__sas ., k:.>,-�<.-;._. s `.x.,;.....5nak.«v„ ter 2. �<.,.-;`E.'�.��> �a__.z.. '^r?s"3� '„sre,,".'.�st'�;„��f'"m,$.'� "�a: �«� .F.: %" bttps://fortress.wa.gov/lnlibbip/Detall.aspx 5/26/2009 Development Services oFPORr TOE 250,Madison Street, Suite 3' y PortTownsend WA 98368 Phone: 360-379-5095 Fax:::360-344.-4619 9 = , '�grWA www.cityofpt.us Residential Building Permit Application Project Address: ; Jc, 3 Legal Description (or Tax#): Office Use Only Addition:14-P-j4- cll'f 9 3 t 17 y o y Permit Number Zoning: Block: i 7( BL6 � Parcel # Lot(s): 3 3 Associated Permits: Project Description: -,cQ_,P Z4 GrvtM > Applications by mail must include a check for initial plan review fee of$150 for projects valued over$15,000. See Page 2 for details on plan submittal requirements. Lender Information: Lender information must be provided for projects Property Owner/Applicant: over$5,000 in valuation per RCW 19.27.095. Name: f3p/�3 � l E, /zz �R- 5C � Name: Address: 1543 L-0671' t J).l S i City/St/Zip: PO/Li TOtyr15C—r1n Project Valuation: $ %D,&517 Phone: .3(v0 -- Building Information (square feet): Email: 1 St floor Garage.- 2 nd floor Deck(s): Contact/Representative: 3`d floor Porch(es): Name: F 44,p Bun+! —P_ Address: 1 yl TlnOEZLi+yE: .0�z- Basement: Is it finished? Yes No City/St/Zip:�'F2Jt r'v1 99392— Carport: Other: / L/7 Phone: Manufactured Home ❑ ADU ❑ Email: New Addition ❑ Remodel/Repair❑ Contractor: ❑ Same as Owner Total Lot Coverage (Building Footprint):* N.amP: ��yA,,J�, $_4�ntiz Nts y Square feet:_ io Address: lql I it' ���r� 01' Impervious Surface:* City/St/Zip: 9FjFZ— Square feet: Z30-D *Total existing &proposed Phone: 3taO Z2 Email: What year was the structure built? 7_00 Z— State License#:/�/li /Ji( k c1q f Pik Exp: 3 I I If work includes demolition, see Page 2. City Business License#: 7 Any known wetlands on the property? Y N Any steep slopes (>15%)? Y N I hereby certify that the information provided is correct,that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: Fuck !' Signat Date: PTA l*of4116/2009 6 so RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. ❑ Residential permit application. ❑Washington State Energy-Prescriptive ❑Washington State Indoor Air Quality Checklist ❑ Two (2) sets of plans with North arrow and scaled, no smaller than '/4' = 1 foot: ❑A site plan showing: 1. Legal description and parcel number(or tax number), 2. Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On-site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers ❑ Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting ❑ Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing ❑Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock- and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation ❑ Exterior elevations (all four) with existing slope of the land in relation to all proposed structures ❑ If architecturally designed, one set of plans must have an original signature ❑ If engineered, one set of plans must have an original signature ❑ For new dwelling construction, Street& Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 4/16/2009 AAwnings & Sunrooms of Distinction, Inc. `A Family Tradition Since 1928" Mr, (360) 681-2 7 67 _ Exrsr�rt E� 95sF Prvp�v E�a_os i 4?SF �� EXi s7rrl� 51N r�t�szoz� (Z.25 10 eAJ CQ + } r ,' r R-II ZM INCH MINT: Act, GAR. � 1 l i . s t t ` L-067AtJ 141 Timberline Dr. •Sequim, WA 98382 �jCrAL;c; 314 = I D Reg. #AAWNI/*991 DA COPY sl�l 1 � DBE 4 IITH H I V2 C T S 319 s.Peabody,suite b;port angeles,wa 98362 ylil , ry 360.452.6116/fax 360.452,7064 Project: vl 5 A 4&V I pi(a No. r 9 E Project Sub"ect; L n�•�..,� D�.� A�1��'�,; Date: mp B ' j U U Sheet O Go ►npotvW-tj'T5 GLhrr�virve.� �t�151'n � L • rj� I • I 1 I i I 1 i I i - � I i - I i i I i V " ! I i • I I • I I I t � r , LINDBEN ITH A R C H C T S 319 S.Peabody,Suite B.,Port Angeles,WA 98362 360.452.6116/fax 360.452.7064 contact(@Iindarch.com/www.lindarch.com Project: I i OVi l'o Project No. Subject: LAT�'� i. By: 606 Date: yY11,•I ��� Sheet of 1 ' SHEAR WALL SUMMARY xW L H V j� V/qL SW q - VH- WL/2 POST HOLD DOWN R1 1 5 -7 , L7 b 6R r w es 2 ! D 7 46 710 [`Q _ i i i i I/ALLOFIT/FIRMrNFO/FORMS/SHEARWAL A. PLYWOOD OR O.S.B. SHEAR WALLS 1. MAXIMUM SHEAR=250 P.L.F. USE %" SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6" O.C. FOR FRAMING, USE DF NO.2. PROVIDE%"DIAMETER ANCHOR BOLTS AT 32"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 2. MAXIMUM SHEAR =315 P.L.F. USE %"SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5" O.C. FOR FRAMING, USE DF NO.2. PROVIDE%"DIAMETER ANCHOR BOLTS AT 32"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 3. MAXIMUM SHEAR=375 P.L.F. USE%"SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4" O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 24"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 4. MAXIMUM SHEAR =490 P.L.F. USE%"SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" O:C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 32"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 5. MAXIMUM SHEAR=560 P.L.F. USE%"SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" D.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 24"O:C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. y 6. MAXIMUM SHEAR=685 P.L.F. USE W SHEATING-ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2 1/2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"DIAMETER ANCHOR BOLTS AT 20"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 7. MAXIMUM SHEAR=770 P.L.F. USE%"SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH.ANCHOR BOLTS. PROVIDE 5/8"DIAMETER ANCHOR BOLTS AT 18"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE-WALL, SEE + FRAMING/SHEAR WALL PLANS. 8. MAXIMUM SHEAR =870 P.L.F. USE'/"SHEATING—BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3 1/2" O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 20"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 9. MAXIMUM SHEAR=980 P.L.F. USE'/"SHEATING—BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATESWITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 18"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 10. MAXIMUM SHEAR= 1,200 P.L.F. USE VS"SHEATING—BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE'3/4" DIAMETER ANCHOR BOLTS AT 14" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 11. MAXIMUM SHEAR= 1,540 P.L.F. USE W SHEATING—BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. 12. MAXIMUM SHEAR= 1,740 P.L.F. USE 5/8" SHEATING—BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4"DIAMETER ANCHOR BOLTS AT 9"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS. P.T. 2X6 LEDGER WITH (2) 1/4" DIA. LAG BOLTS AT Uo" O.C. 1 i PROVIDE 51MR50N U26 J015T HANGERS TYPICAL M �i NO r--i M 15 5Q. X 12 DEEP o � 'Y� % .- CONCRETE FOOTING41 ' 4y :1 0 • WITH (2) NOA BARS EACH WY x TYP CAL FOR (2) LOP ON 12" WIDE X 12" PEEP CONCRETE FOOTING WITH (2) NO.4 BARS /� �,o AT THE BOTTOM Uniformly Loaded Floor Beam[2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Charles Smith , Lindberg&Smith on:05-05-2009: 3:48:19 PM Protect: KRUSE-AAWING-Location: FLOOR 1 Summary: 3.5 IN x 5.5 IN x 5.0 FT /#2- Douglas Fir-Larch-Dry Use Section Adequate By:41.1% Controlling Factor: Section Modulus/Depth Required 4.63 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.05 IN = U1183 Total Load: TLD= 0.07 IN =U850 Reactions(Each End): Live Load: LL-Rxn= 700 LB Dead Load: DL-Rxn= 274 LB Total Load: TL-Rxn= 974 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.45 IN Beam Data: Span: L= 5.0 FT Unbraced Lenqth-Top of Beam: Lu= 1.67 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 280 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 110 PLF Total Maximum Load: wT= 390 PLF Properties For:#2-Douglas Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1168 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1218 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 799 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.51 IN3 S= 17.65 IN3 Area(Shear): Areq= 12.61 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Ireq= 14.76 IN4 1= 48.53 IN4 Uniformly Loaded Floor Beam[2000 International Buildinq Code(97 NDS)I Ver:6.00.7 BY: Charles Smith , Lindberg&Smith on: 05-05-2009 : 3:49:35 PM Proiect: KRUSE-AAWING-Location: FLOOR 2 Summary: 3.5 IN x 5.5 IN x 5.0 FT /#2-Douglas Fir-Larch-Dry Use Section Adequate By: 35.0% Controlling Factor: Section Modulus/Depth Required 4.73 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.03 IN = U2367 Total Load: TLD= 0.07 IN = U814 Reactions(Each End): Live Load: LL-Rxn= 350 LB Dead Load: DL-Rxn= 668 LB Total Load: TL-Rxn= 1018 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.47 IN Beam Data: Span: L= 5.0 FT Unbraced Lenqth-Top of Beam: Lu= 1.67 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 210 PLF Beam Loadinq: Beam Total Live Load: wL= 140 PLF Beam Self Weiqht: BSW= 5 PLF Beam Total Dead Load: wD= 267 PLF Total Maximum Load: wT= 407 PLF Properties For:#2-Douglas Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1168 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 1272 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 835 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 13.07 IN3 S= 17.65 IN3 Area (Shear): Areq= 13.18 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 14.31 IN4 1= 48.53 IN4 Footing Design(2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Charles Smith , Lindberg&Smith on:05-05-2009 : 3:51:06 PM Project: KRUSE-AAWING-Location: FOOTING 1 Summary: Footing Size: 1.0 FT x 1.0 FT x 12.00 IN Reinforcement:#4 Bars @ 5.50 IN. O.C. E/W/(2) min. Footing Loads: Live Load: PL= 700 LB Dead Load: PD= 274 LB Total Load. PT= 974 LB Ultimate Factored Load: Pu= 1574 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.0 FT Length: L= 1.0 FT Depth: . Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 974 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 0.72 SF Area Provided: A= 1.0 SF Baseplate Bearing: Bearing Required: Bearing= 1574 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 8415 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 0.00 IN Punching Shear: Vu2= 0 LB Allowable Punching Shear(ACI 11-35): vc2-a= 0 LB Allowable Punching Shear(ACI 11-36): vc2-b= 0 LB Allowable Punching Shear(ACI 11-37): vc2-c= 0 LB Controlling Allowable Punching Shear: vc2= 0 LB Bending Calculations: Factored Moment: Mu= 2360 IN-LB Nominal Moment Strength: Mn= 112223 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 IN Steel Required Based on Moment: As(1)= 0.01 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.29 IN2 Controlling Reinforcing Steel: As-reqd= 0.29 IN2 Selected Reinforcement: #4 Bars @ 5.50 IN. O.C. E/W/(2)Min. Reinforcement Area Provided: As= 0.39 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 3.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footinq Desiqn f 2000 International Buildinq Code(97 NDS)1 Ver:6.00.7 By: Charles Smith , Lindberg&Smith on: 05-05-2009 : 3:51:35 PM Protect: KRUSE-AAWING- Location: FOOTING 2 Summary: Footinq Size: 1.25 FT x 1.25 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(2)min. Footing Loads: Live Load: PL= 1400 LB Dead Load: PD= 548 LB Total Load: PT= 1948 LB Ultimate Factored Load: Pu= 3147 LB Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1500 PSF Concrete Compressive Strenqth: F'c= 2500 PSI Reinforcinq Steel Yield Strenqth: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.25 FT Lenqth: L= 1.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearinq Pressure: Qu= 1247 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 1.44 SF Area Provided: A= 1.56 SF Baseplate Bearinq: Bearinq Required: Bearinq= 3147 LB Allowable Bearinq: Bearing-Allow= 47600 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 10519 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 49.00 IN Punchinq Shear: Vu2= 1048 LB Allowable Punchinq Shear(ACI 11-35): vc2-a= 103084 LB Allowable Punchinq Shear(ACI 11-36): vc2-b= 150068 LB Allowable Punchinq Shear(ACI 11-37): vc2-c= 68723 LB Controllinq Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 5901 IN-LB Nominal Moment Strength: Mn= 113093 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.02 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.36 IN2 Controllinq Reinforcinq Steel: As-reqd= 0.36 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(2) Min. Reinforcement Area Provided: As= 0.39 IN2 Development Lenqth Calculations: Development Lenqth Required: Ld= 15.00 IN Development Lenqth Supplied: Ld-sup= 4.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. OF PORT TOE y o �o Receipt Number 096383 _t£ „, -24, ,r f 1 > --.$ �"'� � ,kix`x. ,y�`z Receipt Date 05/27/2009Cashie SFOSTER PayedPayee Name KRUSE ROBERT=J , I M ' '� r�S. i J' +h' py'F' +'v 1Y54 ?kS$`J` p � � '�' � :.' Ong naI'M }Amount Feed Perrnn# ^ Parce w !,cuWe ption� s� ri � Amount s Patd ;. n e x, � ... — - BLD09-076 948317402 Plan Review Fee $63.21 $63.21 $0.00 BLD09-076 948317402 PLAN REVIEW REFUND 150 $150.00 $150.00 $0.00 BLD09-076 948317402 PLAN REVIEW DEPOSIT 50 $50.00 $50.00 $0.00 BLD09-076 948317402 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00 BLD09-076 948317402 Building Permit Fee $97.25 $97.25 $0.00 BLD09-076 948317402 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-076 948317402 Technology Fee for Building Permit $5.00 $5.00 $0.00 BLD09-076 948317402 Record Retention Fee for Building Per $5.00 $5.00 $0.00 Total: $324.96 IR .41 .y» . 'C '' m"' ., -sE €Mp Prev�ousr Payment Historyeeetpt=# Receipt Dat - FeeiDescnphon gmount Paid Permit# —._ a a_ - 09-0313 05/08/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-076 - _ PaymentChec! Payment MetttOd NUfnttef. rf =ar AmOUnt' CHECK p7202 $324.96 Total: $324.96 genpmtrreceipts Page 1 of 1 OF VOHT TOE u �o Receipt Number: 09-0313= n MAl l a�fip yrn t x �' `Receipt3Date 05108/2009 'CashiersSWi4SSMER� Payer/Payee Name aAawnmgs and Sunrooms of Dtsita , ' LEM k�. � � �� Ong�nal Fee £ Amount ~ r & Fee armrt# yParcei Fee Descnptron x �� Arno ,p � �Pads ;r `Balances BLD09-076 948317402 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 , i Previous PaymentH�story t s "1 1, Receipt# Receipt Date Fee DescnptronY 'Amourit Pard , Permit# y...._ ._ -- � Payment ;` Check Payment~ �'Methoxd � NUmberaA{nount CHECK 13040 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 1 EXISTING DINING �•1 O �U EXISTING LIVING SAFE( CA a 3O6S `4 M N O '� FULL LITE v -- _ U DOOR - NEW PATIO COVER (P 30 AN 3046 3046 33 ANG 33 ANG a -� m N _ W FIXED FIXED FIXED FIXED ED FIXEDTOP Q rn AND ENCLOSER M to M ! `�� N - - - - - - r, cn LL I ON 0 $--1 �_ o I I I I I I _m a Q _ O L-JLLL..LLLLL o co co M 304(o 3046 M a' p FIXED FIXED O co RIGS 4T ELEVATION REAR ELEVATION LEFT ELEVATION �1 �-, Lo � I II I " SCALE. 1/4II - 1 -O SCALE: 1/4II = 1 -O SCALE: 1/4" = 1'-O" zlo o CWC 311 311 mo z II I II I II I II II `- U ` 3 3 -1 i/2 3 -0 3 -11/2 3 cr 10, 1 FLOOR FLAN 0 1 SCALE: 1/4 11_O11 O c7 z PRE ENG/MANUF. Fs-rERs SEi�Lt� o+= rtar- � SUNROOM ADDITION ZINC-coATIE:-C) CyAwPcN,z,Ev STMaL-, A a ©R cm Pp�. R-2 00 1RRL "TY(P- CV PROVIDE SIMPSON U26 l U 3/8 D(�. L BOLTS � CAP WALL WITH JOIST HANGERS L .r-1 0 AT 36" O.C. STAGGERED � 2X WITH DRIP EDGE TYPICAL ® c\j c\l HARDIE LAP P.T. 2X6 LEDGER WITH NJpq SIDING OVER 'TYVEK' (1) 3/8" DIA. LAG BOLTS m At 36" O.C. STAGERED — PROVIDE SIMPSON U26 1 X EXTERIOR SHEETING - JOIST HANGERS �� IV 0 to 2X4 STUDS AT 16" O.C. SIDING ill TYPICAL ca .ram.. M r. lz r X — _ ' 0 rx. P.T. 4 6 J L__ 12" SQ. X i211 DEEP- N ?CON WITHCl�N0.4 BARS TE FOOTINGP.t. 4X6 DF N0.2 L J r N .2 15" $G2. X 12" DEEP L_ L J BEAM WITH SIMPSON U26 �-- P o EACH WAY JOISTS HANGERS EACH a CONCRETE FOOTING ' TYPICAL FOR (5) SIDE WITH (2) NO.4 5ARS S EACH WAY SIMPSON EP546 — � N TYPICAL FOR (1) ' POST BASE 15" Sa. X 12" DEEP T. 4 6 '` � TYPICAL FOR (6) CONCRETE FOOTING r N 2 r- Lr-WITH (2) NOA BARS _ - - _ ,- -EACH WAY L J L J TYPICAL FOR (1) M DF�NO2 v M 12" Sa X 12" DEEP,SECTION A-A - CONCRETE FOOTING WITH (2) NO.4 BARS SCALE: 1/4" = 1'-0" EACH WAY TYPICAL FOR (5) PROVIDE SIMPSON EP546 POST BASE - TYPICAL FOR (6) LOCATIONS REVIEWED Pvm i,;u COMP LIANCE � 10'-3" DAMS- BY Ilf CITY OF POnT TGi';t;Sr ND DSD FOUNDATION FLAN KAU$,4 -- -- -- — _ SCALE: 1/4" : 1{.011 ,4,4LUING-5