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RVWD BLD BLD2024-1385+Calculations+10.17.2024_4.21.18_PM+4567218Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 CS2018 Ver 2018.11.30 JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE BLD2024-1385 .............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT : ..............................................: STRUCTURAL CALCULATIONS FOR Duzenbury Zone 2 Pergola Edmonds, Washington www.struware.com RECEIVED Oct 18 2024 SCOPE OF WORK: DESIGN & INSTALLATION OF A NEW MECHANICALLY OPENING LOUVERED PERGOLA AS DESIGNED HEREIN AT THE ADDRESS NOTED ABOVE EXCLUSIONS: THE DESIGN OF THE EXISTING HOST STRUCTURE, MECHANICAL ELEMENTS, EGRESS, WATERPROOFING ELECTRICAL, WIRING, FAN BEAMS, FANS, OR ANY ACCESSORY ATTACHMENTS ARE NOT INCLUDED WITH THIS DESIGN OR CERTIFICATION U.N.0 DESIGN CRITERIA: INTERNATIONAL BUILDING CODE(2021) WASHINGTON STATE BUILDING CODE(2021) & ASCE 7-16 LOAD COMBINATIONS L. ROOF LOADS: DEAD LOAD ........................... 2 PSF LIVE LOAD (REDUCIBLE)..................20 PSF WIND LOADS: BASIC WIND SPEED.......................98 MPH EXPOSURE .................................... C COMPONENT AND CLADDING WIND PRESSURE PER ASCE 7-16 SEISMIC LOADS: SITE CLASS D - DEFAULT SEISMIC DESIGN CATERGORY....... D SS .............................................. 1.286 S1..............................................0.453 SOS ........................................... 1.209 SDI...........................................0.558 SNOW LOADS: Pg.............................................25 PSF Ps ..21 PSF (ADD 5 PSF FOR RAIN SNOW SURCHARGE) CS............................................ 1.0 Ct............................................. 1.2 SNOW DRIFT ............................... PER CODE RISK CATEGORY: CATEGORY...........................................II SEISMIC IMPORTANCE FACTOR ............... 1.00 GENERAL NOTES 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE ABOVE REFERENCED BUILDING CODE. STRUCTURE SHALL 8E FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 2. THE EXISTING HOST STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED SYSTEM AS VERIFIED BY THE ENGINEER & OR ARCHITECT OF RECORD, et.al. THE HOST STRUCTURE WHICH IS DESIGNED, CERTIFIED, AND INSPECTED BY OTHERS MUST PROVIDE SUFFICIENT, CAPACITY FOR THIS SPECIFIED DECK SYSTEM. NO WARRANTY OR GUARANTEE TO THESE CONDITIONS, EITHER EXPRESSED OR IMPLIED, IS OFFERED WITH THIS CERTIFICATION. 3. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. ALL STRUCTURAL MEMBERS AS SHOWN HAVE BEEN DESIGNED TO CARRY IN PLACE DESIGN LOADS ONLY; THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SUPPORT OF ANY ADDITIONAL LOADS AND FORCES IMPOSED DURING MANUFACTURING, TRUCKING, ERECTING, AND HANDLING. 4. SPECIAL INSPECTIONS MAY BE REQUESTED OR REQUIRED AT THE DISCRETION OF THE AUTHORITY HAVING JURISDICTION. 4.1. IN AREAS OF SEISMIC DESIGN CATEGORY (SDC) D-F, AN INSPECTOR SHALL EXAMINE THE DESIGNATED SEISMIC SYSTEM, MOUNTING, AND ANCHORAGE REQUIRING QUALIFICATION IN ACCORDANCE WITH SECTION 13.2.2 LOUVERED PERGOLA OF ASCE 7 PER IBC 1705.12.4, AS WELL AS INSPECT REINFORCEMENT AND VERIFY PLACEMENT PER IBC 1908.4 LOUVERED PERGOLA DESIGN & OPERATION: 1. LOUVERS SHALL BE SPACED SUCH THAT THEY ALLOW 50% SYSTEM POROSITY WHEN FULLY OPENED. 2. SYSTEM NOT DESIGNED TO HANDLE CONCENTRATED LOADS FROM HUMAN ACTIVITY. 3. DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPEN POSITION, WITH THE LOUVER BLADES VERTICAL, AND ANY FANS OR ACCESSORY COMPONENTS SHALL BE REMOVED. WINDSCREENS, IF SPECIFIED, SHALL BE RETRACTED PRIOR TO WIND SPEEDS OF 35 MPH. 4. THE STRUCTURE SHALL NOT BE WALKED UPON AND IS NOT DESIGNED FOR HUMAN ACTIVITY OR STORAGE. 5. THE STRUCTURE SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE OWNER OR TENANT STATING THAT (1) THE SYSTEM IS NOT DESIGNED FOR HUMAN ACTIVITY AND (2) TO REPOSITION THE LOUVERS AND WINDSCREENS DURING WIND OR SNOW ADVISORIES. THE CANOPY OWNER SHALL BE NOTIFIED OF THESE CONDITIONS BY THE PERMIT HOLDER AT THE TIME OF SALE. 6. SYSTEM SHALL BE EQUIPPED AND SOMFY CERTIFIED TO OPERATE PROPERLY WITH SENSORS WHICH WILL PROMPT THE LOUVER BLADES TO ROTATE TO THE OPEN (VERTICAL) POSITION WHENEVER THE WIND SPEED REACHES 45 MPH MINIMUM, OR TEMPERATURE DROPS TO 32° FAHRENHEIT OR LOWER, AND/OR INCLUDE THE ABILITY FOR MANUAL OPENING AND LOCKING BY THE USER. 7. LOUVERED ROOF SYSTEM SHALL BE PER MANUFACTURER MAXIMUM SPANS OR BY OTHERS. 8. NO CERTIFICATION IS OFFERED FOR WATERPROOFING, SIZING, OR OPERATION OF GUTTERS. 9. SYSTEM NOT DESIGNED FOR WATERSHED OF RAINFALL FROM ADJACENT ROOFS UNLESS SPECIFICALLY SHOWN HEREIN, TYP. STRUCTURAL MATERIALS AND CONNECTIONS STRUCTURAL ALUMINUM & ALUMINUM WELDING: 1. ALL COMPONENTS SHALL BE STRUCTURAL ALUMINUM (U.N.O.) AND SHALL BE FABRICATED AND ERECTED ACCORDING TO THE GOVERNING BUILDING CODE AND MATERIAL STANDARDS REFERENCED ON THIS SHEET. 2. ALL STRUCTURAL ALUMINUM SHALL BE MIN 1/8" THICK U.N.O. AND BE OF THE FOLLOWING ALLOY AND TEMPER: 2.1. BEAMS, PURLINS, COLUMNS ..... 6063-T6 2.2. ALL OTHER EXTRUSIONS .......... 6063-T6 2.3. FASTENERS ............................ SS 316 3. STRUCTURAL ALUMINUM SHALL BE FRAMED PLUMB AND TRUE AND ADEQUATELY BRACED DURING CONSTRUCTION. 4. ALL BEAMS SHALL HAVE A MINIMUM 1 1/2" DEPTH FULL BEARING SUPPORT UNLESS NOTED OTHERWISE. 5. WHERE ALUMINUM IS IN CONTACT WITH OTHER METALS EXCEPT 300 SERIES STAINLESS STEEL, ZINC OR CADMIUM AND THE FAYING SURFACES ARE EXPOSED TO MOISTURE, THE OTHER METALS SHALL BE PAINTED OR COATED WITH ZINC, CADMIUM, OR ALUMINUM. 6. UNCOATED ALUMINUM SHALL NOT BE EXPOSED TO MOISTURE OR RUNOFF THAT HAS COME IN CONTACT WITH OTHER UNCOATED METALS EXCEPT 300 SERIES STAINLESS STEEL, ZINC, OR CADMIUM. ALUMINUM SURFACES TO BE PLACED IN CONTACT WITH MASONRY CONCRETE WOOD FIBERBOARD OR OTHER POROUS MATERIAL THAT ABSORBS WATER SHALL BE PAINTED. 7. FOR ALUMINUM IN CONTACT WITH CONCRETE: ACCEPTABLE PAINTS: PRIMING PAINT (ONE COAT), SUCH AS ZINC MOLYBDATE PRIMER IN ACCORDANCE WITH FEDERAL SPECIFICATION TT-P-645B ("GOOD QUALITY", NO LEAD CONTENT). ALT: HEAVY COATING OF ALKALI RESISTANT BITUMINOUS PAINT. ALT: WRAP ALUMINUM WITH A SUITABLE PLASTIC TAPE APPLIED IN SUCH A MANNER AS TO PROVIDE ADEQUATE PROTECTION AT THE OVERLAPS. 8. ALUMINUM SHALL NOT BE EMBEDDED IN CONCRETE TO WHICH CORROSIVE COMPONENTS SUCH AS CHLORIDES HAVE BEEN ADDED IF THE ALUMINUM WILL BE ELECTRICALLY CONNECTED TO STEEL. EMBEDDED ALUMINUM ELEMENTS WILL BE COVERED WITH PLASTIC TAPE OR OTHERWISE PROTECTED AS PER 2015 ADM M.7.3. 9. BOLT HOLES SHALL BE DRILLED THE SAME NOMINAL DIAMETER AS THE BOLT + 1/16". 10. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH WELD FILLER ALLOYS MEETING ANSI/AWS A5.10 STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A, TABLE 7.3.1. ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY, AND METHODS OF CONSTRUCTION AS SET FORTH IN THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE -ALUMINUM (D1.2). MINIMUM WELD IS 1/8" THROAT FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. 11. STAINLESS STEEL FASTENERS SHALL BE ASTM F593 316 SS COLD WORKED CONDITION. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL SCREW CONNECTIONS. ALL FASTENER CONNECTIONS TO METAL SHALL PROVIDE 2xDIAMETER EDGE DISTANCE AND 3xDIAMETER SPACING. 12. SELF -DRILLING SCREWS SHALL BE TEK BRAND / ALL POINTS FASTENERS OF SIZE #14, STAINLESS STEEL 300 SERIES, WITH MINIMUM 1/2" THREAD ENGAGEMENT BEYOND THE CONNECTED PART, UNLESS OTHERWISE NOTED. 13. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 14. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. STRUCTURAL WOOD (AS APPLICABLE): 1. ALL DIMENSION LUMBER SHALL; BE STRUCTURAL GRADE #2 SPRUCE -PINE -FIR OR BETTER, MEET ALL APPLICABLE REQUIREMENTS PER THE WESTERN WOOD PORDUCTS ASSN. (WWPA) "GRADE RULE BOOK", AND BE PRESSURE -IMPREGNATED (PT) BY AN APPROVED PROCESS (ACQ 0.4 PRESSURE TREATED) PRESERVATIVE IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE BUILDING CODE AND AMERICAN WOOD PRESERVERS ASSN (AWPA) "BOOK OF STANDARDS" OR 0.42 SPECIFIC GRAVITY MIN. 2. ALL METAL CONNECTORS IN CONTACT WITH WOOD USED IN LOCATIONS EXPOSED TO WEATHER SHALL BE GALVANIZED. 3. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE EQUAL TO THE THICKNESS OF THE MEMBER BEING NAILED THERETO. THERE SHALL BE NOT LESS THAN 2 NAILS IN ANY CONNECTION. 4. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS. MOISTURE CONTENT SHALL BE 19% OR LESS. 5. WOOD THAT IS IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED WITH 30 # FELT (UNLESS NOTED OTHERWISE) OR PRESSURE TREATED IN ACCORDANCE WITH AITC-109. MEMBER SIZE SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE. OTHER MATERIALS (AS APPLICABLE) 1. ANY SPECIFIED LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC WITH MINIMUM Fy = 36KSI 2. GLASS PANELS (IF SHOWN) SHALL BE MIN 3/8" FULLY TEMPERED GLASS & MUST COMPLY WITH ANSI Z97.1 / CATEGORY II CPSC 16 CFR 1201 AS CERTIFIED BY GLASS MANUFACTURER ANCHORS & FASTENERS 1. ALL FASTENERS TO BE #14 OR GREATER ASTM F593 COLD WORKED 304 STAINLESS STEEL, UNLESS NOTED OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR ALUMINUM STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE FEDERAL, STATE, AND/OR LOCAL CODES. 2. ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO WEATHER SHALL BE HOT -DIP GALVANIZED. 3. ALL FASTENERS SHALL BE SPACED WITH 2. DIAMETER END DISTANCE AND 2.SxDIAMETER MIN. SPACING TO ADJACENT FASTENERS, UNLESS NOTED OTHERWISE. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL FASTENERS. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM EMBEDMENT AND EDGE DISTANCE ARE DEPTHS INTO SOLID SUBSTRATE AND DO NOT INCLUDE THICKNESS OF STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY. 5. ANCHOR QUANTITIES INDICATED IN DETAILS ARE FOR GRAPHICAL PURPOSES ONLY. DO NOT SCALE DIAMETER, LENGTH, OR PENETRATION(S). HEAD STYLE(S) ARE FREELY INTERCHANGEABLE. NON-STRUCTURAL ELEMENTS: 1. THE INSTALLATION OF ANY ACCESSORIES THAT DO NOT AFFECT THE STRUCTURAL INTEGRITY OF THE STRUCTURE ARE OUTSIDE THE SCOPE OF THIS CERTIFICATION AND NOT REQUIRED TO BE CERTIFIED UNDER THIS STRUCTURAL DRAWING. THEY MAY BE INSTALLED WITHIN LIMITATIONS STATED HEREIN AND AS DESIRED PER MFR. SPECIFICATIONS. DETAILS PROVIDED HEREIN ARE FOR REFERENCE ONLY FOUNDATION, CONCRETE, AND REINFORCEMENT FOUNDATION & EARTHWORK 1. SURROUNDING SOIL TO BE WELL COMPACTED BY MECHANICAL MEANS TO 90% OPTIMUM DENSITY, BE FREE OF MUCK AND ORGANICS, AND ACHIEVE 2000 PSF MIN BEARING PRESSURE AND LATERAL BEARING PRESSURE BELOW NATURAL GRADE OF 150 PSF. 2. EXCAVATIONS NEAR ADJACENT FOOTINGS AND FOUNDATIONS SHALL NOT REMOVE LATERAL SUPPORT WITHOUT FIRST UNDERPINNING OR PROTECTING THE THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL TRANSLATION. 3. SOIL SHALL BE CLASSIFIED OR VERIFIED BY OTHERS PRIOR TO CONSTRUCTION AS SAND CLASS OR BETTER. SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED THE ENGINEER OF RECORD MUST BE NOTIFIED. 4. FILL TO BE PLACED OVER THE NATURAL GROUND TO ACHIEVE THE FINISH PAD ELEVATION. BACKFILL MATERIAL SHALL CONSIST OF CLEAN GRANULAR SOILS CONTAINING LESS THAN 5% ORGANIC WITH NO MORE THAN 30% ROCK, AND NO ROCK LARGER THAN 3 INCHES IN DIAMETER AND PLACED IN LOOSE LIFTS NOT TO EXCEED 12 INCHES IN THICKNESS. ALL FILL MATERIAL FOUND AT FOUNDATION LEVEL AND BACKFILL SHALL BE COMPACTED TO 98% OF THE STANDARD PROCTOR DENSITY. CONCRETE 1. CONCRETE MIXTURES SHALL BE DESIGNED TO REACH A COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. 2. ALL MIXING, TRANSPORTING, PLACING, & CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318. 3. NO ADMIXTURES ARE TO BE USED WITHOUT THE WRITTEN APPROVAL OF THE ABOVE -SIGNED ENGINEER. 4. CONCRETE SHALL BE TYPE 1 PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150, AGGREGATES TO MEET ASTM C33. POTABLE WATER SHALL BE USED. REINFORCING STEEL 1. ALL REINFORCEMENT SHALL BE DEFORMED BARS OF INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO CURRENT REQUIREMENTS OF ASTM A615, GRADE 60 (U.O.N.), FREE FROM OIL, LOOSE SCALE AND LOOSE RUST AND BENT, LAPPED, PLACED, SUPPORTED AND FASTENED ACCORDING TO THE "ACI DETAILING MANUAL" (SP-66) AND THE ACI 318. 2. ALL WELDING WIRE FABRIC IS TO CONFORM TO ASTM A185 MINIMUM YIELD STRENGTH OF 85 KSI. 3. CLEAR COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: FOOTINGS EXPOSED TO EARTH: 3" UNFORMED FACES EXPOSED TO EARTH: 3" FORMED FACES IN CONTACT WITH EARTH: 2" SLABS NOT IN CONTACT WITH EARTH: 3/4" SLABS EXPOSED TO WEATHER: 2" BEAMS AND COLUMNS: 1-1/2" 4. ALL STEEL SHALL BE SECURELY HELD IN PLACE DURING POURING OF CONCRETE. IF REQUIRED, ADDITIONAL BARS SHALL BE PROVIDED BY THE GENERAL CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS. 5. WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS REINFORCING IN SLABS, WALLS, AND/OR BEAMS, SPLICE CONTINUOUS REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK LENGTHS. 5.1. LAP CONTINUOUS REINFORCING A MINIMUM OF 48 BAR DIAMETERS IN BEAMS & COLUMNS, 36 BAR DIAMETERS IN SLABS. 5.2. STAGGER ALL SPLICES A MINIMUM OF FOUR FEET. ADJACENT BAR WITH SPLICES ARE NOT ACCEPTABLE. 5.3. LOCATE TOP BAR FOR SPLICES WITHIN MIDDLE HALF GO THE SPAN AND LOCATE BOTTOM BAR SPLICES AT SUPPORTS, OR BETWEEN SUPPORTS AND 1/3 SPAN POINT UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR SCHEDULES. 5.4. CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THROUGH COLUMNS OR BY BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30". 5.5. PROVIDE 12" STANDARD ACI HOOK MINIMUM FOR ALL DISCONTINUOUS TOP REINFORCING. 5.6. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS AT ALL CORNERS TO MATCH SIZE, TYPE AND SPACING OF HORIZONTAL WALL REINFORCING IF APPLIED. 5.7. PROVIDE 2- #5 X 48" DIAGONALLY AT CORNERS OF ALL OPENINGS WIDER THAN 15". EXTEND BOTTOM BARS 8" PAST OPENINGS GREATER THAN T-0" ON BOTH SIDES. Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 5.8. 3. LAP SPLICES IN WELDED WIRE FABRIC ARE TO BE MADE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS THEN THE CROSS WIRE SPACING PLUS 3" SHOP DRAWINGS SHALL BE SUBMITTED FOR E.O.R. REVIEW AND APPROVAL BEFORE INSTALLATION. ALL STRUCTURAL PRECAST UNITS AND THEIR ATTACHMENTS TO THE MAIN STRUCTURE SHALL BE INSPECTED AFTER ERECTION, BUT BEFORE CONCEALMENT. SUCH INSPECTIONS SHALL BE PERFORMED BY AN ARCHITECT OR PROFESSIONAL ENGINEER REGISTERED IN THE PERMITTING STATE. CERTIFICATION & LIABILITY 1. USE OF THIS DOCUMENT CONSTITUTES ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND INSTALLATION. THESE DRAWINGS ARE NOT INTENDED TO BE USED AS FABRICATION OR SHOP DRAWINGS. 2. DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT SHALL REMAIN IN CONFORMANCE WITH THE LIMITATIONS OF THIS PLAN. THE CONTRACTOR IS TO VERIFY ALL FIELD DIMENSIONS PRIOR TO INSTALLATION, AND VERIFY THAT PROPOSED DIMENSIONS AND FIELD CONDITIONS AGREE WITH THIS PROPOSED PLAN. 3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. THIS ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. 4. USE OF THIS SIGNED & SEALED DOCUMENT CONSTITUTES ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND INSTALLATION REQUIREMENTS. 5. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF THE CERTIFYING P.E. ALTERATIONS, ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. PHOTOCOPIES AND UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED. 6. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, & CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 7. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE ONLY PERMITTED TO SHOW SITE -SPECIFIC CONDITIONS, HOWEVER ANY CHANGES, ALTERATIONS OR ADDITIONS MADE TO THE CONTENT OF THIS DOCUMENT WILL INVALIDATE THIS CERTIFICATION. 8. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED LLJ Z Q C) m J 0,4 O ZcoIco W w Q 0, W Q Cn Z 13 pC~i) vi N = 0 �c14 1-- z IL,0 U O� IL/ Z 0 L1J Q 0- r- Z O C7 w Q = Q O W W 00 o C7 Q 0 O Y ON W N 0 a 9) O W O � 7 N *-I Un 17 F PRESENTED BY STRUXURE WASHINGTON PROJECT MARCUS DUSENBURY - 2 ZONES ADDRESS 790 NORTHSTREAM LANE EDMONDS,WA 98020 CONTRACT NO. 2110558 STRUY'tURm '" STRUXURE INC. 154 ETHAN ALLEN DRIVE DAHLONEGA, GA 30533 SHEET INDEX TITLE COVER PAGE PERSPECTIVE VIEW TOP VIEW POST LAYOUT VIEW BEAM LAYOUT VIEW GUTTER LAYOUT VIEW FAN & LIGHTS LAYOUT VIEW SECTION 1-1 SECTION A -A DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS NOTES SHEET NO. A100 A101 A102 A103 A104 A105 A106 A200 A201 A300 A301 A302 A303 A304 A305 A306 A307 A308 A309 A310 A311 FRAME: BRONZE LOUVERS: ADOBE SYSTEM: 8" BEAMS & 5.5"" GUTTERS ELEVATION: DECK 154 ETHAN ALLEN DR. DAHLONEGA, GA 30533 (800) 303-5248 W L' Z QO (14 m J O zCn co wwQ°' W Q �0�3 Q N = 0 Cn N � Z i �O C Zo w Q rn 2 r- DESCRIPTION 0/01/24 I&S SCALE �' DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE ` U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY SHEET NO. V FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPEN ` POSITION. WITH THE LOUVER BLADES VERTICAL THE A 100 j O O STRUCTURE SHALL ALSO NOT BE WALKED UPON AND IS NOT DESIGNED FOR HUMAN ACTIVITY OR STORAGE. AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 Azoo 48. 144„ A -A Azo1 g6. —t—f* 48' ---- ---- 252' 179" 25' 1 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i W IL/ z Qo m J O zcn2CC) W W Q o, W Q z ELI �0 0 N = o cil O U zzo W Q a, 57 Ill DESCRIPTION TOP VIEW 1 288" 1 DATE 10/01/24 DRAWN BY A -A & S A B C AZa1 p I Ytk SHEET NO. OTOP VIEW A 102 SCALE: 1 /4" = l'-0" T AL UM/NUM TYPE sTRu uRFETM LOUVERS 6063—T5 ALL OTHER COMPONENTS 6063—T6 154 ETHAN ALLEN DR. DAH69d�� C�,V533 138' COLUMN 6" x 6" x 1/8' �32" ---------------------,------------� 6 1 42' 48' on L „ w CD m Q CD cn 2 CO � T 1 167' 173° m z � 3 Z �O�W V= oN=o �a g6' (nN�O ~ a O� too)LL U Z o H °o Q w -- - - -- ----- �_ �S�LPI��UT -- -- - - - - -- --- -I VIEW DATE 10/01/24 DRAWN BY I1, I ' SHEET NO. V POST LAYOUT VIEW ` A 103 SCALE: 1 /4" = 1'-0" T AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 CORNER BEAM CONVECTOR vvvv BEAM 2" x 8" x " CONNECTOR ° �2 SINGLE�PERIMETER BEAM 2" x 8" x e" W LU a � � r N a OV ROOF MOUNT BRACKET ANGLED BEAM CONNECTOR SINGLE PERIMETER BEAM z" x 8' x 8" CORNER BEAM CONNECTOR -------- ING`------------� SLE PERIMETER BEAM 2'x8"xe 140• 4 CORNER BEAM CORNER BEAM CONNECTOR CONNECTOR 96' SINGLE PERIMETER 56" BEAM 2' x 8" x a ----- ------ 4) 284' DOUBLE INTERIOR BEAM (2)z'x8'x8" 1133/6' SINGLE PERIMETER 1 BEAM 2"x8"x8 �37 3/6' I 285Y6' -- ANGLED BEAM CONNECTOR DOUBLE PERIMETER BEAM (2)2'x8-x8 O BEAM LAYOUT VIEW SCALE: 1 /4" = 1'-0" 154 ETHAN ALLEN DR. DAH69d�� C�,V533 W C Z Q CD m J O zcn2CC) W W Q o, ILL,Q z ELI �0�3 0 N = o cI f D� O U 02 IW Q c, 2 Ill 4�EA�L%I�UT II VIEW I181L��I�051 DRAWN BY I&S F4Ll�= 1"-o- SHEET NO. A 104 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 CORNER GUTTER 51"GUTTER CORNER GUTTER ---------------------------------� 7 24' 97' 5 z" GUTTER FAN BEAM 8' x 2' 8" 29 - 3 129' \ � 2 5' CORNER GUTTER CORNER GUTTER fz�T��(t 5z'GUTTER OR -\ 24' 97' 88" A// - CORNER GUTTER 5 z" GUTTER , 97'72 W PA HI Z ~W=Qa 273" U i fFANAM8'x2'x8 � 1z65�6•�74' H 0V) 3�g'O - 724 5 z" GUTTER ' ;-� 5120 GUTTER 88" .H GUTTER FAN BEAM 8' x z x e" 1025�8" 885/16' GUTTER LAYOUT VIEW SCALE: 1 /4" = 1'-0" ------------- 4) 5z'GUTTER 154 ETHAN ALLEN DR. DAH69d�� (�,V533 W 1L' Z Q CD m J O Z(n2CC) LJJ L u Q o, W Q (� z ELI p0c~n� ::)cV D�0 U 02 W Q AYOUT VIEW DATE 10/01/24 DRAWN BY I&S I ' V SHEET NO. O ` A 105 T AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 -------------------------- -------------a/ 4 \ ----------------------JL--------------------------------a --------------------- ------------- LED LIGHT -BY OTHERS I ®I ------------------ --------------------------------------------cl) O FAN & LIGHTS LAYOUT VIEW SCALE: 114' = l'-0" 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i W IL/ z Qo m J O zcn2CC) LLl Lu Q o, W Q U7 z ELI �0�3 (n N Z U I 02 IW Q O, 57 r" [%�cvLTIIft TS AYOUT VIEW 10/01/24 DRAWN BY I&S I ' SHEET NO. V O ` A 106 T AL UM/NUM TYPE STi }tU11Ra' LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAH69d�� C�,V533 284' SINGLE METER SINGLE PERIMETER BEAM z' x e' LOUVER BEAM z" x 8' x 8" /OFj/j MOUNT �. - j 77 BRACKET GU R FAN BEAM 8 x 2 x 8 5 z" GUTTER LLJ ~ jj LJJ 2' PONY POST ON ROOF Q CD CIDJ Q W j 114' Z U% 2 j C` U COLUMN 6' x 6" x 1/8' COLUMN 6" x 6" x 1/8" LJ 1 L u Q O �0�3 igz' go"--- 0 N (n U7 WOOD DECK Cf) N i 0O j O V BLOCKING BLOCKING Z p 0 W j v; ti ti o ti "ti o v v ;v ov vv vv " r' tiv; ; t' ti NOTE: 6'x6' posts (all) attached to the top of a wood deck with blocking via (1) 7 functional post base bracket per post ,�, DESCRIPTION SECTION 1 1 7�44° DATE ti,,, Ty ti Yy a 10/01/24 DRAWN BY I1, I ' SHEET NO. V O SECTION 1-1 ` A 200 SCALE: 1 /4" = 1'-0" T AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 DOUBLE INTERIOR BEAM (2)2'x8'xe 104", DOUBLE PERIMETER SINGLE PERIMETER BEAM (2) 2' x 8' x 8° LOUVER LOUVER BEAM 2" x 8' x 8" FAN BEAM 8' x',2' x $ 5 i' GUTTER 122' COLUMN 6" 'x 1/8' 114° COLUMN "x6'x1),8. COLUMN 6'x6'x1/8" 167" 42" WOOD DECK 154 ETHAN ALLEN DR. DAH69d�� C�,V533 w C Z Q CD CIDJ O Z(n2CC) W W Q o, w Q (n Z ELI � 0 cif o� O U 70 ry w Q a, 57 Ill DESCRIPTION >ECTION A -A �.10/01/24 252� WMIN,, ,, ,, ,,,,, ,,<�.. 4a�. ,,s U T U � ,, .. ,, .. ,k 4� DRAWN BY i s I Ytk SHEET NO. SECTION A -A SCALE: 1 /4" = 1'-0" T A 2 01 ALUM/NUM TYPE LOUVERS 6063-TS ALL OTHER COMPONENTS 6063-T6 LOUVERS DETAIL 1 Y2" = V-0" NOTE: NEED THIS TO BE STANDARD NORMAL PITCH ON A STANDARD 2X8 WITH 5.5" GUTTERS & 2X10 WITH 7.5" GUTTERS. THESE DIMENSIONS WILL BE DIFFERENT WITH A 2X10 AND 5.5" GUTTERS DEPENDING ON WHICH MOTOR IS USED. HEIGHT 2 %" "FOR BOTTOM OF PIVOT BAR TO TOP OF BEAM TO BE DETERMINED HIGH SIDE OF INFIELD FOR PITCH ZONE PIVOT CAP N PIVOT TRACK PIVOT PIN (ALUMINUM) BEAM, LOUVERS TO BEAM CONNECTION 2x8( BEAM) 1 Y2" = V-0" M SS TEK SCREW 6" O.0 (ALUMINUM) SIDE VIEW 1 %" =1'-0" PIVOT PIN TRACK BAR PIN (ALUMINUM) (ALUMINUM) CK BAR PUSH NUT TRACK BAR PIN TRA PIVOT BARS (ALUMINUM) LOW SIDE OF ZONE 1 \\ PIVOT CAP PIVOT BAR PIVOT PIN (ALUMINUM) BEAM, Tx8" PIVOT PIN (ALUMINUM) ISOMETRIC OUT -SIDE VIEW 1 %" = V-0" BAR CAP TRACK BAR rTRACK BAR PIN (ALUMINUM) PUSH NUT BEAM PIVOT PIN _77PIVOTBAR/(ALUMINUM) BAR CAP (RACK BAR —NYLON WASHER PIVOT BAR PIVOT PIN (ALUMINUM) LOUVER ISOMETRIC IN -SIDE VIEW 1 %" =1'-0" STRUX& Rom' 154 ETHAN ALLEN DR. DAHLONEGA. GA 30533 (800) 303-5248 i W v Z Q O J CN O Z C� cc) LuL1, Q0, W Q �0�3 N cr) U ) = 0 �cil �O U Z CD W Q O� DESCRIPTION DETAILS DATE 10/01/24 DRAWN BY I&S SCALE N.T.S. SHEET NO A 300 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 GUTTER CORNER I I I I 5.5" GUTTER I BEAM BEAM BE/ #14TEK SCREW (2-PLACES) CORNET —AKA ��ninir�Ti�ni 5.5 GUTTER a z NOTE. g p THE GUTTER CORNER ASSEMBLY IS INSTALLED FIRST, FOLLOWED BY THE GUTTER LAPPING OVER THE GUTTER CORNER BEAM (4) #14 TEK SCREWS TOP VIEW CORNER BEAM CONNECTION 5.5' GUTTER CORNER ASSEMBLY CORNER BEAM CONNECTION 5.5" GUTTER (2) #14 TEK SCRL.. BEAM #14 TEK SCREW DOWN FROM TOP C GUTTER EVERY 1. 5.5" GUTTE ISOMETRIC VIEW CORNER 5.5' GUTTER �, „ 14 TEK SCREWS 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i w 1L' Z Q O CIDJ O Z(n2CC) LLI LLI Q °, w Q (n Z � v0�� =o (n cV Z U OQ ry CD w Q DESCRIPTION DETALS DATE 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO A 301 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 CORNER BEAM CONNECTION - EXTRUDED WITH CAPS - BEAM (8) #14 TEK SCREWS THROUGH BEAM INTO CORNER BEAM CONNECTION EACH SIDE BEAM TOP VIEW SIDE VIEW (8) #14 TEK SCREWS CORNER BEAM CONNECTION (8) #14 TEK SCREWS THROUGH BEAM INTO CORNER BEAM CONNECTION EACH SIDE Qp CORNER BEAM CONNECTION BEAM BEAM TYPICAL CORNER ASSEMBLY 21C71►AI:11111121:a 1:01AI In 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i w C Z Q O m J O Z(n2CC) LLI W Q o, w Q (n Z ELI � 0 =o (n N Z U I o0 w Q ry a, 57 Ill DESCRIPTION DETALS 10/01/24 DRAWN BY I& S SCAq.T.S. SHEET NO A 302 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 SINGLE PERIMETE^ ^r""" (3) #14 TEK ANGLED BEAM TO BEAM CONNL., ..... . AM INSERT WD THICKNESS TERMINED, (HICK, 2" LEGS, T SNUG (4) #14 TEK SCREWS J IIVVLE PERIMETER BEAM 2" X 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i W z Qo 0-4 m J O zcn7co Lu Lu Q o, z W Q Q O =o (n N Z U I O IW Q Q' 57 Ill DESCRIPTION DETALS 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO A 303 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 PERIMETER BEAM 2"x8" PERIMETER BEAM 2"x8" [61 #14 x 1" TEK SCREWS THRU CHANNEL INTO BEAM 5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL -LOWER BEAM AND CHANNEL INTO POST ono o�0 000 ate— —moo —(5) #14 x 1" TEK SCREWS o a o THRU POST INTO BRACKET EA. SIDE #14 TEK SCREWS 6" x 6" x 0.125" POST POST SINGLE BEAM TO 6X6 POST CONNECTION CHANNEL 1► (5) #14 x 1" TEK SCREWS THRU POST INTO BRACKET EA. SIDE 154 ETHAN ALLEN DR. DAH69d�� (�,V533 } w IL/ z Qo CIDJ O Z(n2CC) LIJ Lu w Q n Z (ELI =o U z0 w Q 57 Ill DESCRIPTION DETAILS 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO A 304 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 DOUBLE PERIMETER BEAM [2] 2"x8" DOUBLE PERIMETER BEAM [2] 2"x8" [6] #14 x 1" TEK SCREWS THRU CHANNEL INTO EACH BEAM 5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL LOWER BEAM AND CHANNEL INTO POST [3] #14 x 1" TEK SCREWS —n —THRU POST INTO CHANNEL EA. SIDE #14 TEK SCREWS --,h 1 6" x 6" x 0.125" POST DOUBLE BEAM TO 6X6 POST CONNECTION CHANNEL �= I #14 TEK SCREWS BOTH SIDE POST 154 ETHAN ALLEN DR. DAH69d�� C�,V533 } w IL/ z Qo m J O Z(n2CC) LIJ Lu w Q (n Z ELI � 0 =o (n N Z U I z w Q a, 57 Ill DESCRIPTION DETALS 1[87L1ZIf1Z! DRAWN BY I&S SCAq.T.S. SHEET NO A 305 AL UM/NUM TYPE STi itl! 11Ra' LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAH69d�� C�,V533 6"X6"X0.125" 6"X6"X0.125" ALUM. POST ALUM. POST FUNCTIONAL POST FUNCTIONAL POST BASE BRACKET BASE BRACKET DECK BOARDS 4 5"X4" DECK BOARDS 4 5"X4" GRK6FASTENERS GRK6FASTENERS Lu 1L' Z Q CD CID NO 2"X8" TREATED 2"X8" TREATED z (n co BLOCKING BLOCKING Lu Lu Q VERTICAL , [2l X 4„ VERTICAL z Lu Q 16„ GRK FASTENERS O 3 2"X10" TREATED PER BLOCK 2"X10" TREATED O N= Q JOISTS JOISTS (n (V Z OQ U L Q �LJ BEAM BEAM DESCRIPTION DETALS FRONT VIEW SIDE VIEW DATE 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO 6X6 POST MOUNTING TO DECK BOARDS A 306 AL UM/NUM TYPE STi itl! 11Ra'" LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAH69d�� C�,V533 (2) #14 TEK SCREWS PERIMETER BEAM EQ SPACED, BOTH 2" X 8" SIDES OF BEAM INTERIOR BEAM [21 2" X 8" i W z Qo CIDJ O Z(n2co LIJ Lu Q o, W Q (� z ELI ~ 3 DOUBLE 2" X 1 3/4" X 2" X 0.125" U-CHANNEL INSERT ° 0 LENGTH TO FIT SNUG (MIN 4" LONG), ATTACH EA cv CHANNEL TO BEAM W/ (4) #14 TEK SCREWS EQ O SPACED � O U z o ° NOTCHED BEAM W Q ° 5-1/8" X 3-1/8" CUT ?PASS ° DESCRIPTION DETALS DATE TYPICAL DOUBLE BEAM TO THROUGH GUTTER 10/01/24 DRAWN BY BEAM CONNECTION I&S S�AIq.T.S. 2" X 8" BEAMS SHEET NO 5.5" PASS THROUGH GUTTER A 307 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 DOUBLE 2X8 BEAM TYPICAL CONNECTION #14 X 3" TEK SCREWS 12" O.C. 314" HOLE DRILLED FOR SCREW INSTALLATION AND CAPPED. TYPICAL CONNECTION (2) #14 X 1" TEK SCREWS 12" O.0 0 ISOMETRIC VIEW STRUXURE LOUVERS SHOWN PERPENDICULAR TO INTERIOR BEAM DOUBLE BEAM CONNECTION (2X8) LOUVERS POSITION GUTTER STRUXURE LOUVERS SHOWN PARALLEL TO INTERIOR BEAM I (1) #14 X 1" TEK SCREW 8" O.C. 154 ETHAN ALLEN DR. DAH69d�� C�,V533 i w z Qo m J O Z(n2CC) LLJ L u Q o, w Q (n Z Iv U0 =o (n N Z U I eo w Q DESCRIPTION DETAILS DATE 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO A 308 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 PERIMETER BEAM ROOF BRACKET a O APPROX. 3' (MAY VARY DEPENDING ON ROOF PITCH) 3' ROOF THICK DIAMETER: R 2.00" MATERIAL: AISI 304 PIN 5/16" DIA. x 1" LONG BOLTS WITH [2] WASHERS EACH BOLT; [3] BOLTS EACH SIDE OF ROOF BRACKET (PROVIDED BY STRUXURE) [3] 3/8" DIAM. x 3" LONG S.S. WOOD LAG SCREWS INTO ROOF (PROVIDED BY GC) ROOF MOUNT PIVOT BRACKET NOTE: PERIMETER BEAM ATTACHED TO PIVOT MOUNT BY [4] #14 X 1" SS TEK SCREWS. PIVOT MOUNT ATTACHED TO ROOF RAFTERS BY [3] 3/8" DIAMETER STAINLESS STEEL LAG SCREWS WITH MINIMUM 1-1/2" THREAD PENETRATION, 0.75" EDGE DISTANCE, 1" APART MIN., INTO SOUTHERN YELLOW PINE #2 WOOD (G=0.55) OR BETTER. HOST IRE 154 ETHAN ALLEN DR. DAH69d�� C�,V533 W 1L' Z Q CD m J O zcn7CC) LIJ LIJ Q o, W Q � z � �0�3 =o (n N Z U I pQ IW Q Ol 2 Ill DESCRIPTION DETAILS I181L�Z1�01 DRAWN BY I&S sCAq.T.S. SHEET NO A 309 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS x 6" PONY POST [41 i6" X 4" GRK FASTENERS 6" X 0.125" STAMPED ALUMINUM POST IRACKET W/ 2" LEGS #14 TEK SCREWS EACH SIDE STANDARD POST BRACKET TO ROOF CONNECTION 611 x 611 154 ETHAN ALLEN DR. DAHLONEGA, GA 30533 [47 isw" X 4" C Z GRK FASTENERS Q O m J O Z(n2CC) LLI W Q o, w Q (n Z ELI �0�3 =o (n N Z U I OZ w Q DESCRIPTION DETALS DATE 10/01/24 DRAWN BY I&S SCAq.T.S. SHEET NO A 310 AL UM/NUM TYPE STitl! 11Ra' LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAHLONEGA, GA 30533 BEAM BEAM U CHANNEL 2" x1 3/4"x2" x0.125" 7" IN LENGTH } w 'L' z GUTTER OO co Do ACCESSORY BEAM � Qo co J o Z (n 2 co (w z w Q �0�3 =o (n N Z (4) #14 X 1" TEK SCREWS THRU BEAM INTO (4) #14 X 1" TEK SCREWS THRU U O Q U w � Q INSERT EA. SIDE INSERT INTO GUTTER DESCRIPTION DETALS GUTTER BEAM INSERT DATE 10/01/24 DRAWN BY I&S FAN BEAM CONNECTION SCAq.T.S. SHEET NO. A 311 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Code Search Code: 2021 Washington Building Code Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.00 / 12 0.0 deg Building length (L) 24.0 ft Least width (B) 21.0 ft Mean Roof Ht (h) 9.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: JOB TITLE Duzenbury Zone 2 Peraola JOB NO. WAU142Z CALCULATED BY CHECKED BY Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A SHEET NO. DATE DATE www.struware.com Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads: ASCE 7 - 16 Ultimate Wind Speed 98 mph Nominal Wind Speed 75.9 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope I V(Z) Topographic Factor (Kzt) Topography Flat Speed-up Hill Height (H) 80.0 ft(Z) Half Hill Length (Lh) 100.0 ft x[upwind] _= x[danwind] Actual H/Lh = 0.80 ~ ' a� 2 H)2 Use H/Lh = 0.50 H Modified Lh = 160.0 ft Lh H From top of crest: x = 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 KZ = 0.792 V(Z) z/Lh = 0.09 K3 = 1.000 Z Speed-up p At Mean Roof Ht: V(Z) x(upwind) - x(downwind) Kzt = (1+K�KZK3)"2 = 1.00 i i H/2 H Lh H/2 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 9.5 ft If building h/13>4 then may be flexible and should be investigated. B = 21.0 ft h/B = 0.45 Rigid structure (low rise bldg) /z(0.6h)= 15.0ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 34 icy (rlj) = 0.0 Hz t = 500 ft Damping ratio ((3) = 0 Zmin = 15 ft /b = 0.65 c = 0.20 /a = 0.15 90, 9v = 3.4 Vz = 82.8 LZ = 427.1 ft N, = 0.00 Q = 0.95 Rn = 0.000 IZ = 0.23 Rh = 28.282 n = 0.000 h = 9.5 ft G = 0.90 use G = 0.85 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Enclosure Glassitication Test for Enclosed Buildinq: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test AoL 500.0 sf Ao >_ 1.1Aoi NO Ag600.0 sf Ao > 4' or 0.01Ag YES Aoi1000.0 sf Aoi / Agi <_ 0.20 YES Building is NOT Agi0000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): Unpartitioned internal volume (Vi) : Ground Elevation Factor Me) 0 sf 0 cf Ri = 1.00 Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant = 0.00256 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY SHEET NO. DATE DATE Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 0.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 17.7 psf Roof pressures - Wind Normal to Ridae Wind Load Wind Direction Y = 0 & 180 deg Flow Case Cnw Cnl Cn = ---1.20------------ 0.30----- Clear Wind p = 18.1 psf 4.5 psf B ---- Cn-= --- ------ 1.10 ------------ 0.10 --- Flow -1.5 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridae, Y = 90 dea Wind Load Horizontal Distance from Windward Edge Flow Case 5 h >h <_ 2h > 2h 0 80 0.60 0.30---- Clear Wind A ------n- ---- p = ----- ---- -12.1 psf ----- -- -9.0 psf ----- -4.5 psf Cn = --0.80----- ----- 0.50----------- 0.30---- Flow p = 12.1 psf 7.5 psf 4.5 psf Fascia Panels -Horizontal pressures qp = 17.7 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 17.7 psf G = 0.85 Windward fascia Leeward fascia a = 3.0 ft h = 9.5 ft 2h = 19.0 ft 26.6 psf (GCpn = +1.5) -17.7 psf (GCpn = -1.0) a2 = 9.0 sf 4a2 = 36.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 2.40 -3.30 1.80 -1.70 1.20 -1.10 CN --------------------------- >9, < 36 sf --------------- 1.80 ------ --------- -1.70 -------------- 1.80 -------------- -1.70 -------------- 1.20 -------------- -1.10 --------------------------- > 36 sf --------------- 1.20 --------------- -1.10 -------------- 1.20 -------------- -1.10 -------------- 1.20 -------------- -1.10 <_ 9 sf 36.2-psf _ 49 8 psf 27.1 psf -25.6 psf 18.1 psf _ 16.6 psf Wind--------------------------- >9, <_ 36 sf -------- 27.1 psf -25.6 psf -- 27.1 psf -------------- - - psf - 18.1 psf -16.6 psf pressure--------------------------- > 36 sf --------------- 18.1 psf -- ------------- 16.6 psf -------------- 18.1 psf -------------- -16.6 psf -------------- 18.1 psf -------------- 16.6 psf Zeyn B. Uzman, PE, SE, PEng JOB TITLE Duzenbury Zone 2 Pergola 305 Charleston Greene Malvern, PA 19355 JOB NO. WA0142Z SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE WIND DIRECTION Y= 0" 180° WIND DIREC T10 N Y= 0• Location of Wind Pressure Zones aL WIND DIRECTION p MONOSLOFE L. CNW CNL VAND DIRECTION Y= 0%180• PITCHED T MONCSLOPE WIND DIRECTION v = 0', 1800 WIND DIRECTION PITCHED WINDDIRECTION y _ MAIN WIND FORCE RESISTING SYS a WIND DIRECTIOW TROUGH 1 1 e< io* a>_ Too MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Snow Loads: ASCE 7-16 Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 21.0 ft Roof length parallel to ridge (L) = 24.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 21.0 psf Unobstructed Slippery Surface yes Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 21.0 psf Rain on Snow Surcharge Angle 0.42 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 21.0 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 21.0 psf Windward Snow Drifts 1 - Aaainst walls. DaraDets. etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 1.00 ft he = -1.22 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -9.74 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 21.0 psf 21.0 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 1.00 ft he = -1.22 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -9.74 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 21.0 psf 21.0 psf JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Nominal Snow Forces Near ground level surface balanced snow load = 25.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. r� Lu Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 Seismic Loads: ASCE 7-16 Risk Category : 11 Importance Factor (1) : 1.00 Site Class :) - code default Ss (0.2 sec) = 128.60 %g S1 (1.0 sec) = 45.30 %g Fa = 1.200 Fv = 1.847 JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY Sms = 1.543 SDS = 1.029 Sm1 = 0.837 SD1 = 0.558 SHEET NO. DATE DATE Strength Level Forces Design Category = D Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Timber frames System Structural Height Limit: 35 ft Actual Structural Height (hn) = 9.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.5 Over -Strength Factor (4o) = 1.5 Deflection Amplification Factor (Cd) = 1.5 SDs = 1.029 SDI = 0.558 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.206D QE = horizontal seismic force Special Seismic Load Effect (Em) = Emh +/- Ev = 00 QE +/- 0.2SDs D = 1.5Qe +/- 0.206D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CThnx = 0.108 sec x= 0.75 Tmax = CuTa = 0.152 User calculated fundamental period (T) = sec Use T = 0.108 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = SDSI/R = 0.686 need not exceed Cs = Shc I /RT = 3.436 but not less than Cs = 0.044Sdsl = 0.045 USE Cs = 0.686 Design Base Shear V = 0.686W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Desian Loads: D = 2 psf Lr = 0 psf S = 21 psf W = 18.1 psf EQ = 691 Ibs Load Combinations: D+Lr = 2.0 psf D+S = 23.0 psf D+0.6W = -8.0 psf D+0.75Lr+0.45W = -5.5 psf D+0.75S+0.45W = 25.9 psf 0.6D+0.6W= 12.1 psf Louver: L = 12.00 ft Trib Width = 0.50 ft Mmax = 233.03 ft-lb Vmax = 77.68 lb I = 0.68 in y = 0.93 in S = 0.731 in Fan Beam L = 12.00 ft Trib Width = 1.00 ft Mmax = 150.00 ft-lb Vmax = 50.00 lb I = 1.87 in y = 1.000 in S = 1.870 in Support Beam L = 24.00 ft Trib Width = 6.00 ft Mmax = 6711.41 ft-lb Vmax = 1118.57 lb I = 34.8 in y = 4 in S = 8.7 in JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE -16.6 psf Fy = Limit = D= Aluminium Louvers: 6063-T5 Fy = 16,000 psi E = 10,100,000 psi Aluminum Structural: 6063-T6 Fy = 25,000 psi E = 10,100,000 psi 3374 psi 2.400 in 0.879 in Section = Louver Fy = 5554 psi Limit = 1.646 in D = 0.049 in Section = 8x2x.125 tube Fy = 15274 psi Limit = 1.646 in D = 0.891 in Section = (2) 8x2x.125 tube 1 24 in 0.03125 OK L/60 OK OK L/20 OK OK L/ 175 OK Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Header: L = 14.91666667 ft Trib Width = 12.00 ft Mmax = 4827.92 ft-lb Vmax = 1294.64 lb I = 17.4 in y = 4 in S = 4.35 in' JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY Fy = 21975.4 psi OK Limit = 1.023 in L/175 D = 0.220 in OK Section = 8x2x1/8 SHEET NO. DATE DATE Zeyn B. Uzman, PE, SE, PEng JOB TITLE Duzenbury Zone 2 Pergola 305 Charleston Greene Malvern, PA 19355 JOB NO. WA0142Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Column 6x6x3/ 16 Height = 9.50 ft Trib Width = 23.75 ft Trib Depth = 6.00 ft Defl Limit = L/170 = 0.67 in DL = 3 psf W L = 0 psf Wtotal = 71 psf EQ = 115 Ibs End Rxn's = 338 Ibs Moment = 804 ft-lb = 9645 in -lb Provided OK? Sx >= 0.234 in 5.63 in OK Ix >= 1.321 in' 16.90 in' OK Axial Force = 2237 lb Moment MX = 766 lb-ft Moment My = 766 lb-ft k = 1 Fex = 79035.4 psi LX = 9.5 ft k = 36 Ly = 9.5 ft Foy = 35000 psi rX = 3.21 in Bo = 35272 ry = 3.21 in Do = 208 kL/rX = 36 Co = 69 kL/ry = 36 kt = 1 212 = 69 Limit State = INELASTIC BUCKLING Fo = 25769 psi Ag = 2.9 in` Pao = 45291 lb Fb = 15152 psi SXo = 5.63 inA3 M X = 7109 lb-ft Sy = 5.63 inA3 Mr,y = 7109 lb-ft Interaction 0.26 <= 1 OK Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Column Base Connection: Base Moment = 6130 lb -in # of Screws = 4 d = 3.5 in Length = 3.5 in DL = 285 lb EQ = 876 lb D+0.7E = 591 lb Allowable = 1131 lb OK JOB TITLE Duzenbury Zone 2 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY SHEET NO. DATE DATE Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 CS2018 Ver 2018.11.30 .JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY STRUCTURAL CALCULATIONS FOR Duzenbury Zone 1 Pergola Edmonds, Washington SHEET NO. DATE DATE www.struware.com SCOPE OF WORK: DESIGN & INSTALLATION OF A NEW MECHANICALLY OPENING LOUVERED PERGOLA AS DESIGNED HEREIN AT THE ADDRESS NOTED ABOVE EXCLUSIONS: THE DESIGN OF THE EXISTING HOST STRUCTURE, MECHANICAL ELEMENTS, EGRESS, WATERPROOFING ELECTRICAL, WIRING, FAN BEAMS, FANS, OR ANY ACCESSORY ATTACHMENTS ARE NOT INCLUDED WITH THIS DESIGN OR CERTIFICATION U.N.0 DESIGN CRITERIA: INTERNATIONAL BUILDING CODE(2021) WASHINGTON STATE BUILDING CODE(2021) & ASCE 7-16 LOAD COMBINATIONS I. ROOF LOADS: DEAD LOAD ........................... 2 PSF LIVE LOAD (REDUCIBLE)..................20 PSF WIND LOADS: BASIC WIND SPEED.......................98 MPH EXPOSURE .................................... C COMPONENT AND CLADDING WIND PRESSURE PER ASCE 7-16 SEISMIC LOADS: SITE CLASS D - DEFAULT SEISMIC DESIGN CATERGORY....... D SS .............................................. 1.286 SI..............................................0.453 SOS ........................................... 1.209 SDI...........................................0.558 SNOW LOADS: Pg.............................................25 PSF P5...21 PSF (ADD 5 PSF FOR RAIN SNOW SURCHARGE) CS............................................ 1.0 Ct............................................. 1.2 SNOW DRIFT ............................... PER CODE RISK CATEGORY: CATEGORY...........................................II SEISMIC IMPORTANCE FACTOR ............... 1.00 GENERAL NOTES 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE ABOVE REFERENCED BUILDING CODE. STRUCTURE SHALL 8E FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 2. THE EXISTING HOST STRUCTURE MUST BE CAPABLE OF SUPPORTING THE LOADED SYSTEM AS VERIFIED BY THE ENGINEER & OR ARCHITECT OF RECORD, et.al. THE HOST STRUCTURE WHICH IS DESIGNED, CERTIFIED, AND INSPECTED BY OTHERS MUST PROVIDE SUFFICIENT, CAPACITY FOR THIS SPECIFIED DECK SYSTEM. NO WARRANTY OR GUARANTEE TO THESE CONDITIONS, EITHER EXPRESSED OR IMPLIED, IS OFFERED WITH THIS CERTIFICATION. 3. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. ALL STRUCTURAL MEMBERS AS SHOWN HAVE BEEN DESIGNED TO CARRY IN PLACE DESIGN LOADS ONLY; THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SUPPORT OF ANY ADDITIONAL LOADS AND FORCES IMPOSED DURING MANUFACTURING, TRUCKING, ERECTING, AND HANDLING. 4. SPECIAL INSPECTIONS MAY BE REQUESTED OR REQUIRED AT THE DISCRETION OF THE AUTHORITY HAVING JURISDICTION. 4.1. IN AREAS OF SEISMIC DESIGN CATEGORY (SDC) D-F, AN IN SHALL EXAMINE THE DESIGNATED SEISMIC SYSTEM, MOUNTING, AND ANCHORAGE REQUIRING QUALIFICATION IN ACCORDANCE WITH SECTION 13.2.2 LOUVERED PERGOLA OF ASCE 7 PER IBC 1705.12.4, AS WELL AS INSPECT REINFORCEMENT AND VERIFY PLACEMENT PER IBC 1908.4 LOUVERED PERGOLA DESIGN & OPERATION: 1. LOUVERS SHALL BE SPACED SUCH THAT THEY ALLOW 50% SYSTEM POROSITY WHEN FULLY OPENED. 2. SYSTEM NOT DESIGNED TO HANDLE CONCENTRATED LOADS FROM HUMAN ACTIVITY. 3. DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPEN POSITION, WITH THE LOUVER BLADES VERTICAL, AND ANY FANS OR ACCESSORY COMPONENTS SHALL BE REMOVED. WINDSCREENS, IF SPECIFIED, SHALL BE RETRACTED PRIOR TO WIND SPEEDS OF 35 MPH. 4. THE STRUCTURE SHALL NOT BE WALKED UPON AND IS NOT DESIGNED FOR HUMAN ACTIVITY OR STORAGE. 5. THE STRUCTURE SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE OWNER OR TENANT STATING THAT (1) THE SYSTEM IS NOT DESIGNED FOR HUMAN ACTIVITY AND (2) TO REPOSITION THE LOUVERS AND WINDSCREENS DURING WIND OR SNOW ADVISORIES. THE CANOPY OWNER SHALL BE NOTIFIED OF THESE CONDITIONS BY THE PERMIT HOLDER AT THE TIME OF SALE. 6. SYSTEM SHALL BE EQUIPPED AND SOMFY CERTIFIED TO OPERATE PROPERLY WITH SENSORS WHICH WILL PROMPT THE LOUVER BLADES TO ROTATE TO THE OPEN (VERTICAL) POSITION WHENEVER THE WIND SPEED REACHES 45 MPH MINIMUM, OR TEMPERATURE DROPS TO 32° FAHRENHEIT OR LOWER, AND/OR INCLUDE THE ABILITY FOR MANUAL OPENING AND LOCKING BY THE USER. 7. LOUVERED ROOF SYSTEM SHALL BE PER MANUFACTURER MAXIMUM SPANS OR BY OTHERS. 8. NO CERTIFICATION IS OFFERED FOR WATERPROOFING, SIZING, OR OPERATION OF GUTTERS. 9. SYSTEM NOT DESIGNED FOR WATERSHED OF RAINFALL FROM ADJACENT ROOFS UNLESS SPECIFICALLY SHOWN HEREIN, TYP. STRUCTURAL MATERIALS AND CONNECTIONS STRUCTURAL ALUMINUM & ALUMINUM WELDING: 1. ALL COMPONENTS SHALL BE STRUCTURAL ALUMINUM (U.N.O.) AND SHALL BE FABRICATED AND ERECTED ACCORDING TO THE GOVERNING BUILDING CODE AND MATERIAL STANDARDS REFERENCED ON THIS SHEET. 2. ALL STRUCTURAL ALUMINUM SHALL BE MIN 1/8" THICK U.N.O. AND BE OF THE FOLLOWING ALLOY AND TEMPER: 2.1. BEAMS, PURLINS, COLUMNS ..... 6063-T6 2.2. ALL OTHER EXTRUSIONS .......... 6063-T6 2.3. FASTENERS ............................ SS 316 3. STRUCTURAL ALUMINUM SHALL BE FRAMED PLUMB AND TRUE AND ADEQUATELY BRACED DURING CONSTRUCTION. 4. ALL BEAMS SHALL HAVE A MINIMUM 1 1/2" DEPTH FULL BEARING SUPPORT UNLESS NOTED OTHERWISE. 5. WHERE ALUMINUM IS IN CONTACT WITH OTHER METALS EXCEPT 300 SERIES STAINLESS STEEL, ZINC OR CADMIUM AND THE FAYING SURFACES ARE EXPOSED TO MOISTURE, THE OTHER METALS SHALL BE PAINTED OR COATED WITH ZINC, CADMIUM, OR ALUMINUM. 6. UNCOATED ALUMINUM SHALL NOT BE EXPOSED TO MOISTURE OR RUNOFF THAT HAS COME IN CONTACT WITH OTHER UNCOATED METALS EXCEPT 300 SERIES STAINLESS STEEL, ZINC, OR CADMIUM. ALUMINUM SURFACES TO BE PLACED IN CONTACT WITH MASONRY CONCRETE WOOD FIBERBOARD OR OTHER POROUS MATERIAL THAT ABSORBS WATER SHALL BE PAINTED. 7. FOR ALUMINUM IN CONTACT WITH CONCRETE: ACCEPTABLE PAINTS: PRIMING PAINT (ONE COAT), SUCH AS ZINC MOLYBDATE PRIMER IN ACCORDANCE WITH FEDERAL SPECIFICATION TT-P-645B ("GOOD QUALITY", NO LEAD CONTENT). ALT: HEAVY COATING OF ALKALI RESISTANT BITUMINOUS PAINT. ALT: WRAP ALUMINUM WITH A SUITABLE PLASTIC TAPE APPLIED IN SUCH A MANNER AS TO PROVIDE ADEQUATE PROTECTION AT THE OVERLAPS. 8. ALUMINUM SHALL NOT BE EMBEDDED IN CONCRETE TO WHICH CORROSIVE COMPONENTS SUCH AS CHLORIDES HAVE BEEN ADDED IF THE ALUMINUM WILL BE ELECTRICALLY CONNECTED TO STEEL. EMBEDDED ALUMINUM ELEMENTS WILL BE COVERED WITH PLASTIC TAPE OR OTHERWISE PROTECTED AS PER 2015 ADM M.7.3. 9. BOLT HOLES SHALL BE DRILLED THE SAME NOMINAL DIAMETER AS THE BOLT + 1/16". 10. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH WELD FILLER ALLOYS MEETING ANSI/AWS A5.10 STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A, TABLE 7.3.1. ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY, AND METHODS OF CONSTRUCTION AS SET FORTH IN THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE -ALUMINUM (D1.2). MINIMUM WELD IS 1/8" THROAT FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. 11. STAINLESS STEEL FASTENERS SHALL BE ASTM F593 316 SS COLD WORKED CONDITION. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL SCREW CONNECTIONS. ALL FASTENER CONNECTIONS TO METAL SHALL PROVIDE 2xDIAMETER EDGE DISTANCE AND 3xDIAMETER SPACING. 12. SELF -DRILLING SCREWS SHALL BE TEK BRAND / ALL POINTS FASTENERS OF SIZE #14, STAINLESS STEEL 300 SERIES, WITH MINIMUM 1/2" THREAD ENGAGEMENT BEYOND THE CONNECTED PART, UNLESS OTHERWISE NOTED. 13. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 14. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. STRUCTURAL WOOD (AS APPLICABLE): 1. ALL DIMENSION LUMBER SHALL; BE STRUCTURAL GRADE #2 SPRUCE -PINE -FIR OR BETTER, MEET ALL APPLICABLE REQUIREMENTS PER THE WESTERN WOOD PORDUCTS ASSN. (WWPA) "GRADE RULE BOOK", AND BE PRESSURE -IMPREGNATED (PT) BY AN APPROVED PROCESS (ACQ 0.4 PRESSURE TREATED) PRESERVATIVE IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE BUILDING CODE AND AMERICAN WOOD PRESERVERS ASSN (AWPA) "BOOK OF STANDARDS" OR 0.42 SPECIFIC GRAVITY MIN. 2. ALL METAL CONNECTORS IN CONTACT WITH WOOD USED IN LOCATIONS EXPOSED TO WEATHER SHALL BE GALVANIZED. 3. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE EQUAL TO THE THICKNESS OF THE MEMBER BEING NAILED THERETO. THERE SHALL BE NOT LESS THAN 2 NAILS IN ANY CONNECTION. 4. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS. MOISTURE CONTENT SHALL BE 19% OR LESS. 5. WOOD THAT IS IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED WITH 30 # FELT (UNLESS NOTED OTHERWISE) OR PRESSURE TREATED IN ACCORDANCE WITH AITC-109. MEMBER SIZE SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE. OTHER MATERIALS (AS APPLICABLE) 1. ANY SPECIFIED LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC WITH MINIMUM Fy = 36KSI 2. GLASS PANELS (IF SHOWN) SHALL BE MIN 3/8" FULLY TEMPERED GLASS & MUST COMPLY WITH ANSI Z97.1 / CATEGORY II CPSC 16 CFR 1201 AS CERTIFIED BY GLASS MANUFACTURER ANCHORS & FASTENERS 1. ALL FASTENERS TO BE #14 OR GREATER ASTM F593 COLD WORKED 304 STAINLESS STEEL, UNLESS NOTED OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR ALUMINUM STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE FEDERAL, STATE, AND/OR LOCAL CODES. 2. ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO WEATHER SHALL BE HOT -DIP GALVANIZED. 3. ALL FASTENERS SHALL BE SPACED WITH 2. DIAMETER END DISTANCE AND 2.SxDIAMETER MIN. SPACING TO ADJACENT FASTENERS, UNLESS NOTED OTHERWISE. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL FASTENERS. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM EMBEDMENT AND EDGE DISTANCE ARE DEPTHS INTO SOLID SUBSTRATE AND DO NOT INCLUDE THICKNESS OF STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY. 5. ANCHOR QUANTITIES INDICATED IN DETAILS ARE FOR GRAPHICAL PURPOSES ONLY. DO NOT SCALE DIAMETER, LENGTH, OR PENETRATION(S). HEAD STYLE(S) ARE FREELY INTERCHANGEABLE. NON-STRUCTURAL ELEMENTS: 1. THE INSTALLATION OF ANY ACCESSORIES THAT DO NOT AFFECT THE STRUCTURAL INTEGRITY OF THE STRUCTURE ARE OUTSIDE THE SCOPE OF THIS CERTIFICATION AND NOT REQUIRED TO BE CERTIFIED UNDER THIS STRUCTURAL DRAWING. THEY MAY BE INSTALLED WITHIN LIMITATIONS STATED HEREIN AND AS DESIRED PER MFR. SPECIFICATIONS. DETAILS PROVIDED HEREIN ARE FOR REFERENCE ONLY FOUNDATION, CONCRETE, AND REINFORCEMENT FOUNDATION & EARTHWORK 1. SURROUNDING SOIL TO BE WELL COMPACTED BY MECHANICAL MEANS TO 90% OPTIMUM DENSITY, BE FREE OF MUCK AND ORGANICS, AND ACHIEVE 2000 PSF MIN BEARING PRESSURE AND LATERAL BEARING PRESSURE BELOW NATURAL GRADE OF 150 PSF. 2. EXCAVATIONS NEAR ADJACENT FOOTINGS AND FOUNDATIONS SHALL NOT REMOVE LATERAL SUPPORT WITHOUT FIRST UNDERPINNING OR PROTECTING THE THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL TRANSLATION. 3. SOIL SHALL BE CLASSIFIED OR VERIFIED BY OTHERS PRIOR TO CONSTRUCTION AS SAND CLASS OR BETTER. SHOULD OTHER CONDTIONS OR MATERIALS BE ENCOUNTERED THE ENGINEER OF RECORD MUST BE NOTIFIED. 4. FILL TO BE PLACED OVER THE NATURAL GROUND TO ACHIEVE THE FINISH PAD ELEVATION. BACKFILL MATERIAL SHALL CONSIST OF CLEAN GRANULAR SOILS CONTAINING LESS THAN 5% ORGANIC WITH NO MORE THAN 30% ROCK, AND NO ROCK LARGER THAN 3 INCHES IN DIAMETER AND PLACED IN LOOSE LIFTS NOT TO EXCEED 12 INCHES IN THICKNESS. ALL FILL MATERIAL FOUND AT FOUNDATION LEVEL AND BACKFILL SHALL BE COMPACTED TO 98% OF THE STANDARD PROCTOR DENSITY. CONCRETE 1. CONCRETE MIXTURES SHALL BE DESIGNED TO REACH A COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. 2. ALL MIXING, TRANSPORTING, PLACING, & CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318. 3. NO ADMIXTURES ARE TO BE USED WITHOUT THE WRITTEN APPROVAL OF THE ABOVE -SIGNED ENGINEER. 4. CONCRETE SHALL BE TYPE 1 PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150, AGGREGATES TO MEET ASTM C33. POTABLE WATER SHALL BE USED. REINFORCING STEEL 1. ALL REINFORCEMENT SHALL BE DEFORMED BARS OF INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO CURRENT REQUIREMENTS OF ASTM A615, GRADE 60 (U.O.N.), FREE FROM OIL, LOOSE SCALE AND LOOSE RUST AND BENT, LAPPED, PLACED, SUPPORTED AND FASTENED ACCORDING TO THE "ACI DETAILING MANUAL" (SP-66) AND THE ACI 318. 2. ALL WELDING WIRE FABRIC IS TO CONFORM TO ASTM A185 MINIMUM YIELD STRENGTH OF 85 KSI. 3. CLEAR COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: FOOTINGS EXPOSED TO EARTH: 3" UNFORMED FACES EXPOSED TO EARTH: 3" FORMED FACES IN CONTACT WITH EARTH: 2" SLABS NOT IN CONTACT WITH EARTH: 3/4" SLABS EXPOSED TO WEATHER: 2" BEAMS AND COLUMNS: 1-1/2" 4. ALL STEEL SHALL BE SECURELY HELD IN PLACE DURING POURING OF CONCRETE. IF REQUIRED, ADDITIONAL BARS SHALL BE PROVIDED BY THE GENERAL CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS. 5. WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS REINFORCING IN SLABS, WALLS, AND/OR BEAMS, SPLICE CONTINUOUS REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK LENGTHS. 5.1. LAP CONTINUOUS REINFORCING A MINIMUM OF 48 BAR DIAMETERS IN BEAMS & COLUMNS, 36 BAR DIAMETERS IN SLABS. 5.2. STAGGER ALL SPLICES A MINIMUM OF FOUR FEET. ADJACENT BAR WITH SPLICES ARE NOT ACCEPTABLE. 5.3. LOCATE TOP BAR FOR SPLICES WITHIN MIDDLE HALF GO THE SPAN AND LOCATE BOTTOM BAR SPLICES AT SUPPORTS, OR BETWEEN SUPPORTS AND 1/3 SPAN POINT UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR SCHEDULES. 5.4. CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THROUGH COLUMNS OR BY BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30". 5.5. PROVIDE 12" STANDARD ACI HOOK MINIMUM FOR ALL DISCONTINUOUS TOP REINFORCING. 5.6. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS AT ALL CORNERS TO MATCH SIZE, TYPE AND SPACING OF HORIZONTAL WALL REINFORCING IF APPLIED. 5.7. PROVIDE 2- #5 X 48" DIAGONALLY AT CORNERS OF ALL OPENINGS WIDER THAN 15". EXTEND BOTTOM BARS 8" PAST OPENINGS GREATER THAN T-0" ON BOTH SIDES. Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 5.8. 3. LAP SPLICES IN WELDED WIRE FABRIC ARE TO BE MADE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS THEN THE CROSS WIRE SPACING PLUS 3" SHOP DRAWINGS SHALL BE SUBMITTED FOR E.O.R. REVIEW AND APPROVAL BEFORE INSTALLATION. ALL STRUCTURAL PRECAST UNITS AND THEIR ATTACHMENTS TO THE MAIN STRUCTURE SHALL BE INSPECTED AFTER ERECTION, BUT BEFORE CONCEALMENT. SUCH INSPECTIONS SHALL BE PERFORMED BY AN ARCHITECT OR PROFESSIONAL ENGINEER REGISTERED IN THE PERMITTING STATE. CERTIFICATION & LIABILITY 1. USE OF THIS DOCUMENT CONSTITUTES ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND INSTALLATION. THESE DRAWINGS ARE NOT INTENDED TO BE USED AS FABRICATION OR SHOP DRAWINGS. 2. DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT SHALL REMAIN IN CONFORMANCE WITH THE LIMITATIONS OF THIS PLAN. THE CONTRACTOR IS TO VERIFY ALL FIELD DIMENSIONS PRIOR TO INSTALLATION, AND VERIFY THAT PROPOSED DIMENSIONS AND FIELD CONDITIONS AGREE WITH THIS PROPOSED PLAN. 3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. THIS ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. 4. USE OF THIS SIGNED & SEALED DOCUMENT CONSTITUTES ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND INSTALLATION REQUIREMENTS. 5. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF THE CERTIFYING P.E. ALTERATIONS, ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. PHOTOCOPIES AND UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED. 6. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, & CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 7. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE ONLY PERMITTED TO SHOW SITE -SPECIFIC CONDITIONS, HOWEVER ANY CHANGES, ALTERATIONS OR ADDITIONS MADE TO THE CONTENT OF THIS DOCUMENT WILL INVALIDATE THIS CERTIFICATION, 8. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED M� W Z LIJ U) D Q U) J D U Q LLJ Z Q J W < Z LLJ O� N U) O Z O (T O CV O (0 (T Q 3 [n Q Z O LLJ Z O C7 w Q = Q O W 7) W DO o DO 0 Q t0 0 g Y ON W N o (JI V) CT O W 01 O r 1 Un 07 ek rn CC I PRESENTED BY STRUXURE WASHINGTON PROJECT MARCUS DUSENBURY - 1 ZONE ADDRESS 790 NORTHSTREAM LANE EDMONDS,WA 98020 CONTRACT NO. 2110558R STRUYtURV. . STRUXURE INC. 154 ETHAN ALLEN DRIVE DAHLONEGA, GA 30533 SHEET INDEX TITLE COVER PAGE PERSPECTIVE VIEW TOP VIEW POST LAYOUT VIEW BEAM LAYOUT VIEW GUTTER LAYOUT VIEW FAN & LIGHTS LAYOUT VIEW SECTION 1-1 SECTION A -A DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS NOTES SHEET NO. A100 A101 A102 A103 A104 A105 A106 A200 A201 A300 A301 A302 A303 A304 A305 A306 FRAME: BRONZE LOUVERS: ADOBE SYSTEM: 8" BEAMS & 5.5"" GUTTERS ELEVATION: DECK 154 ETHAN ALLEN DR. DAHLONEGA, GA 30533 (800) 303-5248 w ry Z QO m J CD O z co w w Q a- �zLLJQ �0�3 orvU)(fi Cz �O C Z w Q CD 2 r- DESCRIPTION 0/01/24 I&S SCALE �' DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE V U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY SHEET NO. FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPEN `POSITION. WITH THE LOUVER BLADES VERTICAL THE A 10 0 STRUCTURE SHALL ALSO NOT BE WALKED UPON AND IS NOT DESIGNED FOR HUMAN ACTIVITY OR STORAGE. �cC Om� aa� n a y � y � m z 0 w -i a m m z 0 o o � D 21- om MARCUS DUSENBURY o U) ; - 1 ZONE CD U) N 790 NORTHSTREAM LANE C m EDMONDS,WA 98020 �o h� AL UM/NUM TYPE STRUURn'" LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 A -A A201 wl L' Z m Q o 308" 00 1-1 1-1 LZ W Q O> A200 A200 Z w Q �0�� -- -- -- - (n�F--Z I O Lv Q ol w DESCRIPTION 168" � TOP VIEW DATE 10/01/24 DRAWN BY AA -A CB) SCALE A201 ' _ - V SHEET NO. VSC OP VIEW 0 A 102 ALE: 1 /2" = 1'-0" T ` AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 �56" 162" CA) DDPOST LAYOUT VIEW SCALE: 1 /2" = 1'-0" WLUMN b- X b- X 1/6- 154 ETHAN ALLEN DR. DAHLONEGA, GA 30533 (800)303-5248 i w Lv z O J (V CD O LL1 w Q O> Z w Q 0 p N cn cn =o z U 00 ry w Q 0, 2 r*l DESCRIPTION POST LA 10/01/24 DRAWN BY I&S SCALE V' SHEET NO. o ` A 103 T AL UM/NUM TYPE s ST�u ` 1�RV LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 i CO R A IN L RI E CORNER BEAM C N C EAM 2" x " x 1" CONNECTOR - - ------------- % Lu � z Q 0 SINGLE PERIM 104' SINGLE PERIMETER m o Z 00 LLI BEAM z x a BEAM z" x 8" x$° LLI Z w o- Q 0 7 _ C) 64 �0 O Q C:)w DESCRIPTION CORNER BEAM CORNER BEAM BEAM LAYOU CONNECTOR SINGLE PERIMETER BEAM 2" x 8" x $" CONNECTOR DATE 10 / 01 / 24 DRAWN BY ,l SCALE SHEET NO. BEAM LAYOUT VIEW SCALE: 1 /2' = 1'-T O ` T A 104 AL UM/NUM TYPE sTRu URn"' LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 TTA 5 z" GUTTER CORNER GUTTER CORNER GUTT R 1 FAN BEAM 8" x 2" x $" } w Lv Z Q O 1„ 93" 93" 2 R �, 5z'GUTTER m O w W Q 00 Z LLJ Q _C) 72Y2" 72Y2" I O O C RNER GUTTER CORNER GUTT R U Z �p w Q ol 5 z" GUTTER DESCRIPTION GUTTER DATE 10/01/24 �\ �\ DRAWN BY SCALE V' SHEET NO. OGUTTER LAYOUT VIEW o A 105 SCALE: 1 /2" = 1'-0" AL UM/NUM TYPE sTRu URn'" LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 i - - - - - - - - - - - - - ii F J % uw LED LIGHT - BY OTHERS 0v Z Q 0 O m o F W Q 0- LZ Z LLJ Q �0�3 Q N cn u� 00 = C) Cn H- Z 0 O Q� p W Q O, ---JIL--- ---- 1------------� DESCRIPTION FAN &- LIGHTS DATE 10/01/24 DRAWN BY SCALE V' SHEET NO. FAN & LIGHTS LAYOUT VIEW o ` A 106 SCALE: 1 /2" = 1'-0" AL UM/NUM TYPE sTRu URn'" LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 SINGLE PERIMETER 164" SINGLE PERIMETER BEAM 2" x 8" x$" LOUVERS BEAM 2" x 8" x$" / 5 z' GUTTER -51 GUTTER 1'-6" PONY POST (x3) ON ROOF 4— 24" 114' Lu Lv Z 0 COLUMN 6" x 6" x 1/8" m J o LL1 W Q o> Z LLJ Q �0�3 162" N = o � WOOD DECK Q Qv w L4 J J o Q o, BLOCKING DESCRIPTION / // // // // // // // // ////\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/✓\//\//\//\//\//\//\//\//\//\//\//\//\/i \//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\ SECTION 1-1 DATE 10 / 01 / 24 NOTE: //\//\//\//\//\//\/\//\//\//\//\//\//\//\//\//\//\//\//\// 3'xrz)" posts attached o the top of a wood deck with DRAWN BY block ng via (1))functionaltpot base bracket per post I8 S SHEET NO. V' O SECTION 1-1 � o` T A 200 SCALE: 1 /2" = 1'-0" AL UM/NUM TYPE STRUURn' LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800)303-5248 i SINGLE PERIMETER 104" SINGLE PERIMETER BEAM 2" x 8" x8" LOUVER BEAM 2" x 8" x8 5 z" GUTTER g z" GUTTER j FAN BEAM 8" x 2' x $" 1'-6" PONY POST / 1'-6" PONY POST (x3) ON ROOF (x3) ON ROOF III j 11 " 4 C Z COLUMN 6" x 6" x 1/8" o 00 V i zLLJ< �0 102" Q I WOOD DECK Q I 0 0 Q O� BLOCKING Zj DESCRIPTION SECTION A -A Lz�z i v v %\//j//j\/ DATE ��y NOTE:�� 10 / 01 / 24 attached to the top DRAWN BY of a wood deck with blocking via (1) I & S functional post base bracket per post SCALE — ��j��j��j��j��j/��j��j/��j��j��j��j��j SHEET NO. i✓�/i✓ /�✓i�/i�/i�/�,/�✓i/i/i. �./i / /�✓v/��/t✓v/ice/i�/�✓i 1 �)-SECTION A -A Z O A 201 SCALE: 1/2"= 1'-O" AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 io 6" En 0 LOUVERS DETAIL 1 %" =1'-0" NOTE: NEED THIS TO BE STANDARD NORMAL PITCH ON A STANDARD 2X8 WITH 5.5" GUTTERS & 2X10 WITH 7.5" GUTTERS. THESE DIMENSIONS WILL BE DIFFERENT WITH A 2X10 AND 5.5" GUTTERS DEPENDING ON WHICH MOTOR IS USED. HEIGHT 2 %" LOUVER BOTTOM OF PIVOT BAR TO TOP PROFILE FOR OF BEAM TO BE DETERMINED HIGH SIDE OF COMPARISON IN FIELD FOR PITCH ZONE PIVOT CAP N PIVOT TRACK PIVOT PIN (ALUMINUM) BEAM, 2"x8" #8 SS TEK SCREW @ (ALUMINUM) SIDE VIEW 1 %" =1'-0" PIVOT PIN TRACK BAR PIN (ALUMINUM) (ALUMINUM) TRACK BAR PUSH NUT TRACK BAR PIN PIVOT BARS (ALUMINUM) LOW SIDE OF ZONE PIVOT CAP PIVOT BAR PIVOT PIN (ALUMINUM) BEAM, 2"x8" PIVOT PIN (ALUMINUM) ISOMETRIC OUT -SIDE VIEW 1 %" = V-0" BAR CAP TRACK BAR /-TRACK BAR PIN (ALUMINUM) /-PUSH NUT PIVOT PIN (ALUMINUM) BAR CAP (RACK BAR —NYLON WASHER ',�PIVOT BAR PIN (ALUMINUM) ISOMETRIC IN -SIDE VIEW 1 %" =1'-0" ST RUX&ME' 154 ETHAN ALLEN DR. DAHLONEGA. GA 30533 (800) 303-5248 i W Lv z Q O CC)J CV O z Do LL.IwQ0, U)ZLLJQ �0�3 N (n co = 0 DO 0 U z� W Q O DESCRIPTION DETAILS DATE 10/01/24 DRAWN BY I&S SCALE N.T.S. SHEET NO A 300 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 GUTTER CORNER I I I I 5.5" GUTTER I #14 TEK SCREW (2-PLACES) CORNET —AKA ��ninir�Ti�ni f 5.5" GUTTER a z NOTE. g p THE GUTTER CORNER ASSEMBLY IS INSTALLED FIRST, FOLLOWED BY THE GUTTER LAPPING OVER THE GUTTER CORNER BEAM (4) #14 TEK SCREWS BEAM CORNER BEAM -7/8' LAP JOINT TOP VIEW CONNECTION GUTTER CORNER BEAM BE/ 5.5' SIDE VIEW GUTTER CORNER ASSEMBLY 5.5" GUTTER (2) #14 TEK SCRL.. CORNER BEAM CONNECTION BEAM #14 TEK SCREW DOWN FROM TOP C GUTTER EVERY 1. 5.5" GUTTE ISOMETRIC VIEW CORNER 5.5" GUTTER �, „ 14 TEK SCREWS 154 ETHAN ALLEN DR. DAH�Q�C�,V533 >- w L' Z Q O m J O Z co LJJ ILI Q o- cf) Z LLJ Q O 3 p N co cn U) =o ::) I �O zo w Q DESCRIPTION DETALS DATE 10/01/24 DRAWN BY I & s SCAq.T.S. SHEET NO. A 301 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 CORNER BEAM CONNECTION - EXTRUDED WITH CAPS BEAM (8) #14 TEK SCREWS THROUGH BEAM INTO CORNER BEAM CONNECTION EACH SIDE BEAM TOP VIEW SIDE VIEW (8) 414 TEK SCREWS CORNER BEAM CONNECTION (8) #14 TEK SCREWS THROUGH BEAM INTO CORNER BEAM CONNECTION EACH SIDE QP CORNER BEAM CONNECTION BEAM BEAM TYPICAL CORNER ASSEMBLY 21VI►A1:m121:4:3mrG1A1 154 ETHAN ALLEN DR. DAH69�C�4V533 >- w L' Z Q O m J (V O LIJ W Q o- Z w Q O 3 O N (f) cn = o ELI O U O� ry CD w Q o- 7 `-- I DESCRIPTON DETALS 10/01/24 DRAWN BY Ia:S SCAq.T.S. SHEET NO. A 302 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 PERIMETER BEAM 2"x8" PERIMETER BEAM 2"x8" [61 #14 x f TEK SCREWS THRU CHANNEL INTO BEAM 5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL LOWER BEAM AND CHANNEL INTO POST I > - —� —(5) #14 x 1" TEK SCREWS THRU POST INTO BRACKET EA. SIDE #14 TEK SCREWS 6" x 6" x 0.125" POST '�~D POST SINGLE BEAM TO 6X6 POST CONNECTION ono ono ono CHANNEL (5) #14 x 1" TEK SCREWS THRU POST INTO BRACKET EA. SIDE 154 ETHAN ALLEN DR. DAH69�C�4V533 >- w C z Q o co CD (V 0 Lu W Q o- z w Q O 3 O N (f) cn =o D O U z� w Q o- :E `-- DESCRIPTION DETAILS TiII8ZIf1Z! DRAWN BY IPl. s sCAq.T.S. SHEET NO. A 303 AL UM/NUM TYPE LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 6" x 6" POST [41 16" x 4" GRK FASTENERS i° x 6" X 0.125" STAMPED ALUMINUM POST 3RACKET WI 2" LEGS #14 TEK SCREWS EACH SIDE STANDARD POST BRACKET TO ROOF CONNECTION 6" x 6" [4] 1-6 x 4 GRK FASTENERS 154 ETHAN ALLEN DR. DAH69�C�4V533 >- w z Q CD m J O z co W LLJ Q o, cf) Z LLJ Q O 3 p N co cn U) Z I Op u Z p w Q a, 57 Ill DESCRIPTION DETALS 10/01/24 DRAWN BY I & s SCAq.T.S. SHEET NO. A 304 AL UM/NUM TYPE sTRu URn'" LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAH69�C�4V533 6"X6"X0.125" 6"X6"X0.125" ALUM. POST ALUM. POST FUNCTIONAL POST FUNCTIONAL POST BASE BRACKET BASE BRACKET DECK BOARDS s, 6 DECK BOARDS 5 6 GRK FASTENERS GRK FASTENERS Iw L' Z Q CD 2"X8" TREATED 2"X8"TREATED J m CD z co BLOCKING BLOCKING w Q O, VERTICAL [2] 5,, X 4„ 16 VERTICAL � Z w Q GRK FASTENERS 0 3 2"X10" TREATED PER BLOCK 2"X10" TREATED N U1 JOISTS JOISTS �0 Z p w Q O� BEAM BEAM DESCRIPTION FRONT VIEW SIDE VIEW DETALS DATE 10/01/24 DRAWN BY I & s SCAq.T.S. 6X6 POST MOUNTING TO DECK BOARDS SHEET NO. A 305 AL UM/NUM TYPE sT:Ru URn'" LOUVERS 6063-T5 ALL OTHER COMPONENTS 6063-T6 154 ETHAN ALLEN DR. DAH69�C�4V533 BEAM BEAM U CHANNEL 2"x1 %"x2"x0.125" GUTTER O O (4) #14 X V TEK SCREWS THRU BEAM INTO INSERT EA. SIDE 7" IN LENGTH (4) #14 X 1" TEK SCREWS THRU INSERT INTO ACCESSORY BEAM GUTTER w Q o m J o W W Q rn cf) Z w Q p N co vi =o U��--z D I CLIp U Oz Lv o 0 Q GUTTER BEAM INSERT DESCRIPTION DETALS DATE 10/01/24 FAN BEAM CONNECTION DRAWN BY I & S scAq.T.S. SHEET NO. A 306 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Code Search Code: 2021 Washington Building Code Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.00 / 12 0.0 deg Building length (L) 14.0 ft Least width (B) 9.0 ft Mean Roof Ht (h) 9.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: JOB TITLE Duzenbury Zone 1 Peraola JOB NO. WAU142Z CALCULATED BY CHECKED BY Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A SHEET NO. DATE DATE www.struware.com Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads: ASCE 7 - 16 Ultimate Wind Speed 98 mph Nominal Wind Speed 75.9 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope I V(Z) Topographic Factor (Kzt) Topography Flat Speed-up Hill Height (H) 80.0 ft(Z) Half Hill Length (Lh) 100.0 ft x[upwind] a[da�unwind] Actual H/Lh = 0.80 HJ2 Use H/Lh = 0.50 H Modified Lh = 160.0 ft Lh HJ2 From top of crest: x = 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 KZ = 0.792 V(z) z/Lh = 0.09 K3 = 1.000 Z Speed-up p At Mean Roof Ht: V(z) x(upwind) - x(downwind) Kzt = (1+K�KZK3)"2 = 1.00 i H/2 H Lh H/2 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 9.5 ft If building h/13>4 then may be flexible and should be investigated. B = 9.0 ft h/B = 1.06 /z(0.6h)= 15.0ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 34 icy (n,) = 0.0 Hz t = 500 ft Damping ratio ((3) = 0 Zmin = 15 ft /b = 0.65 c = 0.20 /a = 0.15 90, 9v = 3.4 Vz = 82.8 LZ = 427.1 ft N, = 0.00 Q = 0.96 Rn = 0.000 IZ = 0.23 Rh = 28.282 n = 0.000 h = 9.5 ft G = 0.90 use G = 0.85 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Enclosure Glassitication Test for Enclosed Buildinq: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test AoL 00.0 sf Ao >_ 1.1AoiIii] Ag00.0 sf Ao > 4' or 0.01AgAoi00.0 sf Aoi / Agi <_ 0.20Building is NOT Agi00.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): Unpartitioned internal volume (Vi) : Ground Elevation Factor Me) 0 sf 0 cf Ri = 1.00 Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant = 0.00256 Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY SHEET NO. DATE DATE Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 0.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 17.7 psf Roof pressures - Wind Normal to Ridge Procedure not allowed h/L is greater than 1.0 Wind Load Wind Direction Y = 0 & 180 deg Flow Case Cnw Cnl Cn = ---1.20------------ 0.30----- Clear Wind p = 18.1 psf 4.5 psf Flow B ---- Cn-= --- ------ 1.10 ------------ 0.10 --- p = -16.6 psf -1.5 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, Y = 90 deg Wind Load Horizontal Distance from Windward Edge Flow Case 5 h >h <_ 2h > 2h 0 80 0.60 0.30---- Clear Wind A ------n- ---- p = ----- ---- -12.1 psf ----- -- -9.0 psf ----- -4.5 psf Cn = --0.80----- ----- 0.50----------- 0.30---- Flow p = 12.1 psf 7.5 psf 4.5 psf Fascia Panels -Horizontal pressures qp = 17.7 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 17.7 psf G = 0.85 Windward fascia Leeward fascia a = 3.0 ft h = 9.5 ft 2h = 19.0 ft 26.6 psf (GCpn = +1.5) -17.7 psf (GCpn = -1.0) a2 = 9.0 sf 4a2 = 36.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 2.40 -3.30 1.80 -1.70 1.20 -1.10 CN --------------------------- >9, < 36 sf --------------- 1.80 --------------- -1.70 -------------- 1.80 -------------- -1.70 -------------- 1.20 -------------- -1.10 --------------------------- > 36 sf --------------- 1.20 --------------- -1.10 -------------- 1.20 -------------- -1.10 -------------- 1.20 -------------- -1.10 <_ 9 sf 36.2 psf _ 49 8 psf 27.1 psf -25.6 psf 18.1 psf _ 16.6 psf Wind--------------------------- >9, <_ 36 sf -------- 27.1 psf 25.6 psf -- 27.1 psf -------------- -25.6 psf - 18.1 psf -16.6 psf pressure----------> 36------------ > 36 sf --------------- 18.1 psf --------------- 16.6 psf -------------- 18.1 psf -------------- -16.6 psf -------------- 18.1 psf -------------- -16.6 psf Zeyn B. Uzman, PE, SE, PEng JOB TITLE Duzenbury Zone 1 Pergola 305 Charleston Greene Malvern, PA 19355 JOB NO. WA0142Z SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE WIND DIRECTION Y= 0" 180° WIND DIREC TIO N Y= 0. Location of Wind Pressure Zones aL WIND DIRECTION p MONOSLOFE L CNW 44 VM?D DIRECTION 4 Y= 0*,180• PITCHED T a WIND D IRECTT ON Y= 180' MONCS LOPE WIND DIRECTION v = 0', 1800 WIND /�/'y' DIRECTION V PITCHED WIND DIRECTTONy— ;r MAIN WIND FORCE RESISTING SYS WIND DIRECTIOW TROUGH 1 1 e< io* a>_ Too MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Snow Loads: ASCE 7-16 Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 9.0 ft Roof length parallel to ridge (L) = 14.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 21.0 psf Unobstructed Slippery Surface yes Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 21.0 psf Rain on Snow Surcharge Angle 0.18 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 21.0 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 21.0 psf Windward Snow Drifts 1 - Aaainst walls. DaraDets. etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 1.00 ft he = -1.22 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -9.74 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 21.0 psf 21.0 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 1.00 ft he = -1.22 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -9.74 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 21.0 psf 21.0 psf JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z SHEET NO. CALCULATED BY DATE CHECKED BY DATE Nominal Snow Forces Near ground level surface balanced snow load = 25.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. r� Lu Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217)652-6737 Seismic Loads: ASCE 7-16 Risk Category : 11 Importance Factor (1) : 1.00 Site Class :) - code default Ss (0.2 sec) = 128.60 %g S1 (1.0 sec) = 45.30 %g Fa = 1.200 Fv = 1.847 JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY Sms = 1.543 SDS = 1.029 Sm1 = 0.837 SD1 = 0.558 SHEET NO. DATE DATE Strength Level Forces Design Category = D Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Timber frames System Structural Height Limit: 35 ft Actual Structural Height (hn) = 9.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.5 Over -Strength Factor (4o) = 1.5 Deflection Amplification Factor (Cd) = 1.5 SDs = 1.029 SDI = 0.558 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.206D QE = horizontal seismic force Special Seismic Load Effect (Em) = Emh +/- Ev = 00 QE +/- 0.2SDs D = 1.5Qe +/- 0.206D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CThnx = 0.108 sec x= 0.75 Tmax = CuTa = 0.152 User calculated fundamental period (T) = sec Use T = 0.108 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = SDSI/R = 0.686 need not exceed Cs = Shc I /RT = 3.436 but not less than Cs = 0.044Sdsl = 0.045 USE Cs = 0.686 Design Base Shear V = 0.686W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x Zeyn B. Uzman, PE, SE, PEng JOB TITLE Duzenbury Zone 1 Pergola 305 Charleston Greene Malvern, PA 19355 JOB NO. WA0142Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Design Loads: Aluminium Louvers: 6063-T5 Fy = 16,000 psi D = 2 psf E = 10,100,000 psi Lr = 0 psf Aluminum Structural: 6063-T6 S = 21 psf Fy = 25,000 psi W = 18.1 psf -16.6 psf E = 10,100,000 psi EQ = 173 Ibs Load Combinations: n= 1 D+Lr = 2.0 psf b = 24 in D+S = 23.0 psf 1 = 0.03125 D+0.6W = -8.0 psf D+0.75Lr+0.45W = -5.5 psf D+0.75S+0.45W = 25.9 psf 0.6D+0.6W= 12.1 psf Louver: L = 14.00 ft Fy = 4592 psi OK Trib Width = 0.50 ft Limit = 2.800 in L/60 Mmax = 317.19 ft-lb D = 1.629 in OK Vmax = 90.62 lb I = 0.68 in' Section = Louver y = 0.93 in S = 0.731 in Fan Beam L = 9.00 ft Fy = 4165 psi OK Trib Width = 1.00 ft Limit = 1.234 in L/20 Mmax = 112.50 ft-lb D = 0.016 in OK Vmax = 50.00 lb I = 1.87 in' Section = 8x2x.125 tube y = 1.000 in S = 1.870 in Support Beam L = 9.00 ft Fy = 5012 psi OK Trib Width = 7.00 ft Limit = 0.617 in L/175 Mmax = 1101.09 ft-lb D = 0.041 in OK Vmax = 489.37 lb I = 17.4 in' Section = 8x2x.125 tube y = 4 in S = 4.35 in Zeyn B. Uzman, PE, SE, PEng JOB TITLE Duzenbury Zone 1 Pergola 305 Charleston Greene Malvern, PA 19355 JOB NO. WA0142Z SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE Column 8x8x3/ 16 Height = 9.50 ft Trib Width = 7.00 ft Trib Depth = 4.50 ft Defl Limit = L/170 = 0.67 in DL = 3 psf W L = 0 psf Wtotal = 21 psf EQ = 29 Ibs End Rxn's = 100 Ibs Moment = 237 ft-lb = 2843 in -lb Provided OK? Sx >= 0.069 in 5.63 in OK Ix >= 0.389 in' 16.90 in' OK Axial Force = 979 lb Moment MX = 192 lb-ft Moment My = 192 lb-ft k = 1 Fex = 79035.4 psi LX = 9.5 ft k = 36 Ly = 9.5 ft Foy = 35000 psi rX = 3.21 in Bo = 35272 ry = 3.21 in Do = 208 kL/rX = 36 Co = 69 kL/ry = 36 kt = 1 k2 = 69 Limit State = INELASTIC BUCKLING Fo = 25769 psi Ag = 2.9 in` Pao = 45291 lb Fb = 15152 psi SXo = 5.63 inA3 M X = 7109 lb-ft Sy = 5.63 inA3 Mr,y = 7109 lb-ft Interaction 0.08 <= 1 OK Zeyn B. Uzman, PE, SE, PEng 305 Charleston Greene Malvern, PA 19355 (217) 652-6737 Column Base Connection: Base Moment = 1532 lb -in # of Screws = 4 d = 3.5 in Length = 3.5 in DL = 63 lb EQ = 219 lb D+0.7E = 156 lb Allowable = 1131 lb OK JOB TITLE Duzenbury Zone 1 Pergola JOB NO. WA0142Z CALCULATED BY CHECKED BY SHEET NO. DATE DATE