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1.00 General Application Materials_Part3
62/$5396<67(0 62 QTY QCELL 400W MODULES 24.8 KW SYSTEM SIZE 20 DEG TILT, 180 AZIMUTH EST. 37,418 KWH PER YEAR 45'-5 916" 11'-8 716" 22'-01116" 51'-1112" 55'-518" © 2 0 2 3 C O N U N D R U M T E C H N O L O G I E S TH E I N F O R M A T I O N A N D D E S I G N I N T E N T C O N T A I N E D O N T H I S DO C U M E N T I S T H E P R O P E R T Y O F C O N U N D R U M TE C H N O L O G I E S , L L C . N O P A R T O F T H I S I N F O R M A T I O N M A Y BE U S E D W I T H O U T T H E P R I O R W R I T T E N P E R M I S S I O N O F CO N U N D R U M T E C H N O L O G I E S , L L C . C O N U N D R U M TE C H N O L O G I E S S H A L L R E T A I N A L L C O M M O N L A W ST A T U T O R Y A N D O T H E R R E S E R V E D R I G H T S , I N C L U D I N G CO P Y R I G H T T H E R E T O . DE T T E R I C K R A N C H CR 1 2 1 CA R B O N D A L E , C O DENVER OFFICE: 6899 PECOS ST UNIT C DENVER, CO 80221 VAIL OFFICE: 210 EDWARDS VILLAGE SUITE A-107 EDWARDS, CO 81632 ASPEN OFFICE: 135 W MAIN ST SUITE F ASPEN, CO 81611 PHONE: 970.688.5261 FAX: 928.396.2329 DESIGN@CONUNDRUMTECHNOLOGIES.COM REVISIONS SOLAR GROUND MOUNT PLAN AE1.0SOLAR GROUND MOUNT PLAN1.0 DATEISSUE DESCRIPTION 2.28.2301 BY INITIAL KW 8WLOLW\0HWHU 6 HUYLFH'LVFRQQHFW 3 9$&'LVFRQQHFW (665DSLG6KXWGRZQ 62/$5393/$16 62/$5396<67(0 62 QTY QCELL 400W MODULES 24.8 KW SYSTEM SIZE 20 DEG TILT, 180 AZIMUTH EST. 37,418 KWH PER YEAR 45'-5 916" 11'-8 716" 22'-01116" 51'-1112" 55'-518" © 2 0 2 3 C O N U N D R U M T E C H N O L O G I E S TH E I N F O R M A T I O N A N D D E S I G N I N T E N T C O N T A I N E D O N T H I S DO C U M E N T I S T H E P R O P E R T Y O F C O N U N D R U M TE C H N O L O G I E S , L L C . N O P A R T O F T H I S I N F O R M A T I O N M A Y BE U S E D W I T H O U T T H E P R I O R W R I T T E N P E R M I S S I O N O F CO N U N D R U M T E C H N O L O G I E S , L L C . C O N U N D R U M TE C H N O L O G I E S S H A L L R E T A I N A L L C O M M O N L A W ST A T U T O R Y A N D O T H E R R E S E R V E D R I G H T S , I N C L U D I N G CO P Y R I G H T T H E R E T O . DE T T E R I C K R A N C H CR 1 2 1 CA R B O N D A L E , C O DENVER OFFICE: 6899 PECOS ST UNIT C DENVER, CO 80221 VAIL OFFICE: 210 EDWARDS VILLAGE SUITE A-107 EDWARDS, CO 81632 ASPEN OFFICE: 135 W MAIN ST SUITE F ASPEN, CO 81611 PHONE: 970.688.5261 FAX: 928.396.2329 DESIGN@CONUNDRUMTECHNOLOGIES.COM REVISIONS SOLAR GROUND MOUNT PLAN AE1.0SOLAR GROUND MOUNT PLAN1.0 DATEISSUE DESCRIPTION 2.28.2301 BY INITIAL KW MAIN DISTRIBUTION PANEL 600A, 800A BB, 120/240V, 1ø, 3W 12 1 PV MODULE QCELL 400W Q.PEAK DUO ML-G10+ 400W 2 PV ARRAYS 396<67(0: NET METERED 6 BRANCH CIRCUITS. 24.8 KW TOTAL DC POWER 3 PV TRANSITION BOX TRANSITION BOX, OUTDOOR, RAINPROOF, LOCATED ON ROOF. PROVIDES TRANSITION FROM AC MODULE BRANCH CIRCUIT WIRING TO #10 NM BUILDING WIRE. 4 MICROINVERTER:ENPHASE IQ8A-72-2-US ENPHASE BRANCH CIRCUIT OUTPUT. #10 NM BUILDING WIRE AMPACITY OF #10 NM-B: 30A BRANCH CIRCUIT MAX CONT. OUTPUT: 1.45Ax11x1.25 = 19.94A PV TOTAL MAXIMUM CONT. OUTPUT: 1.45Ax62X1.25 = 112.38A 5 GROUND FAULT PROTECTION PROVIDED AT EACH MICRO INVERTER 6 SOL ARK LIMITLESS 15K-LV. INVERTER IS LISTED TO UL-1741 "UTILITY INTERACTIVE" 7 UTILITY ACCESSIBLE FUSED AC DISCONNECT SWITCH AT SERVICE ENTRANCE NEMA 3R RAINPROOF, LOCKABLE, VISIBLE OPEN. DISCONNECT SWITCH IS LABELED WITH YELLOW PLACARD, READILY ACCESSIBLE, CLEARLY VISIBLY FROM UTILITY METER, APPROXIMATELY 3 FEET FROM METER. 8 NEGATIVE POLE OF PV ARRAY REFERENCED TO GROUND AT MICROINVERTER 9 EQUIPMENT GROUND CONDUCTORS ON AC AND DC SIDE SIZED TO MEET THE WIRE SIZE AND AMPACITY OF THE PV OUTPUT CIRCUITS 10 ALL GROUNDS CONNECTED TO MAIN SERVICE GROUND IN MAIN SERVICE PANEL 11 MAIN BILLING UTILITY METER SHALL HAVE PLACARD INDICATING PHOTOVOLTAIC SYSTEM CONNECTED AND SERVICE VOLTAGE AND AMPERAGE 12 MAIN DISTRIBUTION PANEL 600A, 240/120V 13 600A MANUAL TRANSFER SWITCH FOR ESS BYPASS AND MAINTENANCE 14 DC CIRCUIT DESIGNATION FOR ESS 15 AIRFLOW REQUIREMENT: ESS CANNOT BE LOCATED INSIDE OF A CABINET UNLESS AMPLE AIRFLOW IS ADDED 16 ETHERNET CABLE PREFERRED AT EACH INVERTER 17 DC BATTERY COMBINER PANEL W/ DC CIRCUIT DESIGNATION 18 RAPID SHUTDOWN DESIGNATION FOR ESS, TO BE LOCATED NEXT TO UTILITY METER 19 9 BATTERY, 92.16 KWH ENERGY STORAGE SYSTEM WITH 3 15K INVERTERS 20 AUTOMATIC TRANSFER SWITCH PROVIDED BY OTHERS 21 UPON DEPLETION OF THE BATTERIES TO 20%, THE ESS WILL STOP PROVIDING POWER TO THE MDP, THE GENERATOR WILL START AND THE ATS WILL TRANSFER POWER FROM THE GENERATOR TO THE MDP. ONCE THE BATTERIES ARE CHARGED TO 80%, THE INVERTERS WILL SIGNAL THE GENERATOR TO STOP AND THE ATS TO TRANSFER AND THE ESS WILL PROVIDE POWER TO THE MDP, REPEATING THE CYCLE UNTIL POWER FROM THE GRID IS RESTORED. GENERAL ESS OPERATION: DURING NORMAL OPERATION, WHEN UTILITY POWER IS PRESENT, POWER WILL PASS-THROUGH ESS INVERTERS TO THE MDP. EACH INVERTER MAX PASS-THROUGH CURRENT IS 200A FOR A TOTAL AVAILABLE PASS-THROUGH OF 600A FOR THE MDP. THE ESS INVERTERS WILL UTILIZE AN INTERNAL 5MS AUTOMATIC TRANSFER SWITCH DURING A UTILITY OUTAGE TRANSFERRING POWER FROM THE GRID TO BATTERIES TO SUPPLY THE MDP. EACH ESS INVERTER MAX CONTINUOUS OUTPUT DURING GRID OUTAGE IS 50A, FOR A COMBINED 150A OUTPUT DURING AN OUTAGE. UPON DEPLETION OF THE BATTERIES TO 20%, THE ESS WILL STOP PROVIDING POWER TO THE MDP, THE GENERATOR WILL START AND THE ATS WILL TRANSFER POWER FROM THE GENERATOR TO THE MDP. ONCE THE BATTERIES ARE CHARGED TO 80%, THE INVERTERS WILL SIGNAL THE GENERATOR TO STOP AND THE ATS TO TRANSFER AND THE ESS WILL PROVIDE POWER TO THE MDP, REPEATING THE CYCLE UNTIL POWER FROM THE GRID IS RESTORED. 11 BILLING METER CT CABINET 600A, 1P, 3W, 120/240V M T UTILITY TRANSFORMER GRID LOADBATT BATTERY COMBINER 600A AUTOMATIC TRANSFER SWITCH NC GENERATOR 600A MANUAL TRANSFER SWITCH S1 L1 L2 13 GEN GRID LOADBATTGENGRIDLOADBATTGEN 600/2 16 6 19 18 15 14 19 20 21 21 PV AC LUG COMBINERS OUTPUT AC LUG COMBINERS INPUT AC LUG COMBINERS 20/2 PANEL MAIN LUGS PV SUBPANEL 200A, 120/240, 1P, 3W SOLAR PV DISCONNECT 125A 7 1GROUND MOUNT ARRAY - CIRCUITS #1-2: MAX 11 MODULES PER CIRCUIT J1 3 4 24.8 KW SOLAR PV SYSTEM - NET METERED 62 QTY 400 WATT MODULES #6 SOLID BARE GRND FROM EQUIPMENT RACK TO J BOX ENPHASE Q CABLE FROM JBOX TO FIRST SOLAR MODULE OF CIRCUIT ALL BRANCH CIRCUITS (2#10 & 1#10 GRND FOR EACH CIRCUIT FROM SUBPANEL TO JUNCTION BOXES) (3 #2 CU & 1 #6 CUG) OR (3 #1/0 AL & 1 #4 ALG) ENERGY MONITOR 15/2 20/2 20/2 20/2 20/2 20/2 1GROUND MOUNT ARRAY - CIRCUITS #3-4: MAX 11 MODULES PER CIRCUIT 3 #6 SOLID BARE GRND FROM EQUIPMENT RACK TO J BOX 1GROUND MOUNT ARRAY - CIRCUITS #5-6: MAX 11 MODULES PER CIRCUIT 3 #6 SOLID BARE GRND FROM EQUIPMENT RACK TO J BOX #6 AWG BARE COPPER USED TO GROUND MODULE FRAMES AND RACKING ON ROOF J2 J3 5 8 4 5 8 4 5 8 © 2 0 2 3 C O N U N D R U M T E C H N O L O G I E S TH E I N F O R M A T I O N A N D D E S I G N I N T E N T C O N T A I N E D O N T H I S DO C U M E N T I S T H E P R O P E R T Y O F C O N U N D R U M TE C H N O L O G I E S , L L C . N O P A R T O F T H I S I N F O R M A T I O N M A Y BE U S E D W I T H O U T T H E P R I O R W R I T T E N P E R M I S S I O N O F CO N U N D R U M T E C H N O L O G I E S , L L C . C O N U N D R U M TE C H N O L O G I E S S H A L L R E T A I N A L L C O M M O N L A W ST A T U T O R Y A N D O T H E R R E S E R V E D R I G H T S , I N C L U D I N G CO P Y R I G H T T H E R E T O . DE T T E R I C K R A N C H CR 1 2 1 CA R B O N D A L E , C O DENVER OFFICE: 6899 PECOS ST UNIT C DENVER, CO 80221 VAIL OFFICE: 210 EDWARDS VILLAGE SUITE A-107 EDWARDS, CO 81632 ASPEN OFFICE: 135 W MAIN ST SUITE F ASPEN, CO 81611 PHONE: 970-688-5261 FAX: 866-308-9290 DESIGN@CONUNDRUMTECHNOLOGIES.COM REVISIONS SOLAR LINE DIAGRAM AE1.1SOLAR LINE DIAGRAM1.1 DATEISSUE DESCRIPTION 4.17.2301 BY INITIAL KW Bill of Materials Part K10423-080 Ground Screw, 80" A21165-060 HSS 2.375" OD Front Pipe A21165-120 HSS 2.375" OD Rear Pipe A21168-112 2.875" OD E/W Pipe Beam, 112" A50164-066 HSS E/W Tube Brace A50164-092 HSS N/S Tube Brace A20288-212-ML Helio Rail HR300, 212" K10343-004 2.5" Pipe U-Clamp Kit K10341-002 2.5" PipeT-Cap Kit K10219-001 2" Pipe Clamp Kit K10222-001 2.5" Pipe Clamp Kit K10342-001 2.5" Pipe Splice Kit K101B0-001 Universal Mid Clamp Kit K10224-132 End Clamp Kit K10469-003 Grounding Lug A20297-001 Rail End Cap Last edited by Troy on 06/08/23 11:05 AM PST Spares Total Qty 32 16 16 24 4 16 32 64 32 36 4 20 96 64 2 64 2 of 11 Sub Array #1 Details Orientation Landscape Rail Type Helio Rail HR300, 212" Layout 4 rows by 8 cols N/S Span (in) 80 Front Posts 8 E/W Max Span (in) 84 Back Posts 8 Area 592" (EW) x 164" (NS) Sub Array #2 Details Orientation Landscape Rail Type Helio Rail HR300, 212" Layout 4 rows by 8 cols N/SSpan (in) 80 Front Posts 8 E/W Max Span (in) 84 Back Posts 8 Area 592" (EW) x 164" (NS) Sub Array #1 Layout NOTES: UNLESS OTHERWISE SPECIFIED 1 THIS DRAWING IS NOT FOR CONSTRUCTION UNTIL ENGINEERING HAS REVIEWED AND STAMPED THIS DOCUMENT. 01 2. DIMENSIONS SHOWN ARE INCHES. 3 THE SELF-BONDING SYSTEM AND SINGLE GROUND LUG IS FOR USE WITH PV MODULES THAT HAVE A MAXIMUM SERIES FUSE RATING OF 30A. 4. MATERIALS ARE AS SPECIFIED OR EQUIVALENT: HARDWARE: 304 STAINLESS STEEL FABRICATED EXTRUDED PARTS: 6005-TS ALUMINUM ALLOY FABRICATED DIE CAST PARTS: ANSI/AA A380 ALUMINUM ALLOY STEEL PIPE: SCHEDULE 40 GALVANIZED ALUMINUM PIPE: SCHEDULE 10 ANODIZED 5. THE MAXIMUM PERMISSIBLE LENGTH OF ANY STRUCTURE SHALL BE 200 FT. FOR SYSTEMS USING A SHARED RAIL CONFIGURATION, A THERMAL BREAK IS REQUIRED IN THE RAIL EVERY 40 FT. PER THE DRAWING DETAILS. 6. 4LX8-30DEG-STR-GSM-AGM-BGM-PGM 7. APPROVED RAIL PROFILES VARY BASED ON ENGINEERING REQUIREMENTS. CONFIRM SELECTION WITH STRUCTURAL ENGINEER. SEE BOM IN BOTTOM RIGHT CORNER. 8. K10224-XXX END CLAMP KIT OR K10299-XXX ADJ END CLAMP KIT. 9 FOUNDATION TYPES: GSM = GROUND SCREW GROUND MOUNT AGM = HELICAL AUGER GROUND MOUNT PGM = POST-IN-CONCRETE GROUND MOUNT BSM = BALLAST GROUND MOUNT 10.10F2ARRAYTYPES 11. 2 ARRAYS TOTAL 15 l I 6 I 2 I DETAIL A s I 16) 13 I I 3 I ! 9 I 14 I 7 ) 10 DETAIL B DETAIL C DETAIL D \_ 5 I C ID DETAIL E Model Code PACKET A5A ASCE7-16 ,----.._ =:. E , _ ___., Exposure Category Wind Speed Ground Snow Load Tilt 4LXBARRAY 17 K10343-004 2.5" Pipe U-Clamp Kit 16 K10342-001 2.5" Pipe Splice Kit 15 K10341-002 2.5" PipeT-Cap Kit 14 K10222-001 2.5" Pipe Clamp Kit 13 K10219-001 2" Pipe Clamp Kit B 110 70 30 12 K10180-001 Universal Mid Clamp Kit 11 K10469-003 Grounding Lug 10 A50164-066 HSS E/WTube Brace 9 A50164-092 HSSN/STubeBrace 8 A21168_112 �:;.s" OD E/W Pipe Beam, 7 A21165-060 HSS 2.375" OD Front Pipe 6 A21165-120 HSS 2_375" OD Rear Pipe 5 A20380-001 �t;:i��!�D CAP 4 Panel 1,880 x1,044 x32.0mm 3 �2 L 0288-212-Hello Rail HR300, 212" 2 A20297-001 Rail End Cap 1 K10224-132 End Clamp Kit DESCRIPTION SunModo Corp. DETTERICK 76F163 ;;:���=�-=-.,.����=���v i.,._,._, 32 10 4-- 16 2 18 48 1 2 B 8 12 8 8 4 - 32 16 32 32 Q"TY ..... ..... ..... st IV) c.. :E <( ..... ..... C'? N ' a) 0 ' "' 0 C 0 >-0 >..c "C QJ ::= "C QJ _,_. VI ro ...J Sub Array #1 Spans - 1 J ..j Al I NOTES: 1. DIMENSIONS LABELED AS MAX ARE MAXIMUM ALLOWABLE AND MAY RESULT IN END POSTS BEING OUTSIDE ARRAY EDGES MAXIMUM DIMENSIONS MAY BE REDUCED IF DESIRED. i 4 --1 I II 34 MAX � i I i II 75 J 84 IN. MAX. ALLOW. SPAN I ¢I RAIL SPACING LANDSCAPE: PER MODULE MANUFACTURER 594 I I I i II .JI . II i I ' II MIN #OF FRONT POSTS= 8 MIN #OF BACK POSTS= 8 8 '6 5 f . I i i - I l i I ' II I r 3 2 I SunModo Corp. DETTERICK D I 76F163 \11 N.T.S. I 'II I l 2: "( 4 I "' I ' r- 1, � A .......... ..... 0 Lt) I- :E <( Lt) 9...... ..... C'? ' 0 ' 0 C 0 >-0 I->-..c "C QJ ::= "C QJ Sub Array #1 Foundation Part 1 NOTES: 1. MAX DENOTES MAXIMUM PERMISSIBLE DIMENSIONS. 2. PIPE IS DESIGNED TO TELESCOPE IN AND OUT OF SCREW/AUGER FOR FIELD ADJUST ABILITY 12� IS RECOMMENDED. DIMENSIONS A B 169 40 C 32 D E 78 18 F 80 G 97 � 0 l I w I T I ' 1-l l I X <( � (D z 0 0::: w(f)� n.: f-2'i \J :◄ � AMIN ti X <( � (D (D F J GROUND SCREW GOUND MOUNT (GSM) � 30DEG I (9 0 \ � 0 w ( 3 DETAIL F l I � � (D z 0 �0:::w(f) z a..>f-"' N I◄ F J AUGER GROUND MOUNT (AGM) � � 30DEG (9 [ 1) 2 K10423-080 GROUNDSCREW,80" 1 Kl0414_079 :����R, 10" HELIX BLADE SunModo Corp. DETTERICK 76F163 ,, 1 N.T.S. I •1111 3 16 0 QTY A .......... .,_ 0 '-0 f--V) c.. :E <( LJ'l 9. ..... ..... C'? N ' a) 0 ' '-0 0 C 0 >-0 f->..c "C QJ ::= "C QJ _,_. VI ro ...J Sub Array #1 Foundation Part 2 NOTES: 1. MAX DENOTES MAXIMUM PERMISSIBLE DIMENSIONS 2 K10268-005 (2" PIPE BASE KIT) OR K10302-001 (2" PIPE BASE KIT) DIMENSIONS A 169 B 40 C 32 D E G H K 0 78 18 80 97 63 36 36 117 ,> \� w AMIN CD I (")' (")' J 018 � F POST-IN-CONCRETE GROUND MOUNT (PGM) \ 0 >< <t: � CD I 30DEG I A I II \ A\ 0 I I I ' ' ' J � F K BALLAST GROUND MOUNT (BGM) � \ 30DEG <.9 0 j 2 K10186-001 �::1:����� 2·0" PIPE POST BASE. VARIES PER NOTE2 SunModo Corp_ DETTERICK 76F163 \11 N.T.S. I 0 0 QTY A ..... ..... ..... 0 " IV) c.. :E <t: ..... ..... C'? N ' a) ' "' 0 C 0 >-0 I>..c "C QJ ::= "C QJ .... VI ro ...J Sub Array #2 Layout NOTES: UNLESS OTHERWISE SPECIFIED 1 THIS DRAWING IS NOT FOR CONSTRUCTION UNTIL ENGINEERING HAS REVIEWED AND STAMPED THIS DOCUMENT. 01 2. DIMENSIONS SHOWN ARE INCHES. 3 THE SELF-BONDING SYSTEM AND SINGLE GROUND LUG IS FOR USE WITH PV MODULES THAT HAVE A MAXIMUM SERIES FUSE RATING OF 30A. 4. MATERIALS ARE AS SPECIFIED OR EQUIVALENT: HARDWARE: 304 STAINLESS STEEL FABRICATED EXTRUDED PARTS: 6005-TS ALUMINUM ALLOY FABRICATED DIE CAST PARTS: ANSI/AA A380 ALUMINUM ALLOY STEEL PIPE: SCHEDULE 40 GALVANIZED ALUMINUM PIPE: SCHEDULE 10 ANODIZED 5. THE MAXIMUM PERMISSIBLE LENGTH OF ANY STRUCTURE SHALL BE 200 FT. FOR SYSTEMS USING A SHARED RAIL CONFIGURATION, A THERMAL BREAK IS REQUIRED IN THE RAIL EVERY 40 FT. PER THE DRAWING DETAILS. 6. 4LX8-30DEG-STR-GSM-AGM-BGM-PGM 7. APPROVED RAIL PROFILES VARY BASED ON ENGINEERING REQUIREMENTS. CONFIRM SELECTION WITH STRUCTURAL ENGINEER. SEE BOM IN BOTTOM RIGHT CORNER. 8. K10224-XXX END CLAMP KIT OR K10299-XXX ADJ END CLAMP KIT. 9 FOUNDATION TYPES: GSM = GROUND SCREW GROUND MOUNT AGM = HELICAL AUGER GROUND MOUNT PGM = POST-IN-CONCRETE GROUND MOUNT BSM = BALLAST GROUND MOUNT 10.2 OF 2ARRAYTYPES 11. 2 ARRAYS TOTAL 15 l I 6 I 2 I DETAIL A s I 16) 13 I I 3 I ! 9 I 14 I 7 ) 10 DETAIL B DETAIL C DETAIL D \_ 5 I C ID DETAIL E Model Code PACKET A5A ASCE7-16 ,----.._ =:. E , _ ___., Exposure Category Wind Speed Ground Snow Load Tilt 4LXBARRAY 17 K10343-004 2.5" Pipe U-Clamp Kit 16 K10342-001 2.5" Pipe Splice Kit 15 K10341-002 2.5" PipeT-Cap Kit 14 K10222-001 2.5" Pipe Clamp Kit 13 K10219-001 2" Pipe Clamp Kit B 110 70 30 12 K10180-001 Universal Mid Clamp Kit 11 K10469-003 Grounding Lug 10 A50164-066 HSS E/WTube Brace 9 A50164-092 HSSN/STubeBrace 8 A21168_112 �:;.s" OD E/W Pipe Beam, 7 A21165-060 HSS 2.375" OD Front Pipe 6 A21165-120 HSS 2_375" OD Rear Pipe 5 A20380-001 �t;:i��!�D CAP 4 Panel 1,880 x1,044 x32.0mm 3 �2 L 0288-212-Hello Rail HR300, 212" 2 A20297-001 Rail End Cap 1 K10224-132 End Clamp Kit DESCRIPTION SunModo Corp. DETTERICK 76F163 ;;:���=�-=-.,.����=���v i.,._,._, 32 10 4-- 16 2 18 48 1 2 B 8 12 8 8 4 - 32 16 32 32 Q"TY ..... ..... .....0 CX) IV) c.. :E <( ..... ..... C'? N ' CX) 0 ' "' 0 C 0 >-0 >..c "C QJ ::= "C QJ _,_. VI ro ...J Sub Array #2 Spans - 1 J ..j Al I NOTES: 1. DIMENSIONS LABELED AS MAX ARE MAXIMUM ALLOWABLE AND MAY RESULT IN END POSTS BEING OUTSIDE ARRAY EDGES MAXIMUM DIMENSIONS MAY BE REDUCED IF DESIRED. i 4 --1 I II 34 MAX � i I i II 75 J 84 IN. MAX. ALLOW. SPAN I ¢I RAIL SPACING LANDSCAPE: PER MODULE MANUFACTURER 594 I I I i II .JI . II i I ' II MIN #OF FRONT POSTS= 8 MIN #OF BACK POSTS= 8 8 '6 5 f . I i i - I l i I ' II I r 3 2 I SunModo Corp. DETTERICK D I 76F163 \11 N.T.S. I 'II I l 2: "( 4 I "' I ' r- 1, � A .......... ..... °' I- :E <( LJ'l 9...... ..... C'? ' 0 ' 0 C 0 >-0 I->-..c "C QJ ::= "C QJ Sub Array #2 Foundation Part 1 NOTES: 1. MAX DENOTES MAXIMUM PERMISSIBLE DIMENSIONS. 2. PIPE IS DESIGNED TO TELESCOPE IN AND OUT OF SCREW/AUGER FOR FIELD ADJUST ABILITY 12� IS RECOMMENDED. DIMENSIONS A B 169 40 C 32 D E 78 18 F 80 G 97 � 0 l I w I T I ' 1-l l I X <( � (D z 0 0::: w(f)� n.: f-2'i \J :◄ � AMIN ti X <( � (D (D F J GROUND SCREW GOUND MOUNT (GSM) � 30DEG I (9 0 \ � 0 w ( 3 DETAIL F l I � � (D z 0 �0:::w(f) z a..>f-"' N I◄ F J AUGER GROUND MOUNT (AGM) � � 30DEG (9 [ 1) 2 K10423-080 GROUNDSCREW,80" 1 Kl0414_079 :����R, 10" HELIX BLADE SunModo Corp. DETTERICK 76F163 ,, 1 N.T.S. I •1111 3 16 0 QTY A .......... .,_ 0 0 ..... f--V) c.. :E <( LJ'l 9. ..... ..... C'? N ' a) 0 ' "' 0 C 0 >-0 f->..c "C QJ ::= "C QJ _,_. VI ro ...J Sub Array #2 Foundation Part 2 NOTES: 1. MAX DENOTES MAXIMUM PERMISSIBLE DIMENSIONS 2 K10268-005 (2" PIPE BASE KIT) OR K10302-001 (2" PIPE BASE KIT) DIMENSIONS A 169 B 40 C 32 D E G H K 0 78 18 80 97 63 36 36 117 ,> \� w AMIN CD I (")' (")' J 018 � F POST-IN-CONCRETE GROUND MOUNT (PGM) \ 0 >< <t: � CD I 30DEG I A I II \ A\ 0 I I I ' ' ' J � F K BALLAST GROUND MOUNT (BGM) � \ 30DEG <.9 0 j 2 K10186-001 �::1:����� 2·0" PIPE POST BASE. VARIES PER NOTE2 SunModo Corp_ DETTERICK 76F163 \11 N.T.S. I 0 0 QTY A ..... ..... ..... 0 ..... ..... IV) c.. :E <t: ..... ..... C'? N ' a) 0 ' "' 0 C 0 >-0 I>..c "C QJ ::= "C QJ .... VI ro ...J !=== I==== t:::::::::: Disclaimer: --_...., i--,, "" .. "' .. ----.,._....,,,_ --- - - JL.::,J_ - _- -----------1-----------t----, � 1-----. ... ■-r-L------------..... -........ -.... --���·---....,-...... -L..-----------.&.,-...... _-____ ◄-----�----�----.... --------------- I I - � --------- • G) a C ::::, c.. ii:: (JQ ::2' ::2' Ql Ql VI "O n· C'D ---.----,,---- --- JL::,J_ - _- ----�---_- I s:: a: n DJ 3 "O 0 -0 "O C'D n 0 ::::, ::::, C'D n .... i5' ::::, DID VI Ql -, Ql ::::, � "T'1 Ql C ;::. n C -, C'D a -0 Ql .... :::,- -0 "O C'D I I =====l - The information from this configurator is not to be used for construction unless reviewed and approved by a design professional recognized by the project's authority having jurisdiction (AHJ) Cl C ::I c.. :i" CIQ Project Number: U2716-097-191 August 6, 2019 Sunmodo 14800 NE 65th Street Vancouver, WA 98682 REFERENCE: 6XQPRGR6XQWXUI Ground Mount B3 Ground Mount PV Array Installation To Whom It May Concern: Per request of Sunmodo, we have been asked to prepare the structural design of a ground-mounted PV solar array system with several foundation options as shown in the attached calculations. The adopted building code in this jurisdiction is the International Building Code, 2018 Edition w/ Utah Amendments. Vector Structural Engineering requires that we review each site specific install, and we are not liable for installs at site specific locations we have not reviewed. The following design parameters are used in our analysis: ¥Minimum Design Loads for Buildings and Other Structures (ASCE 7-16) ¥Design wind speed for risk category I structures: 105 mph ¥Wind exposure: C ¥Ground snow load: 30 psf ¥The ground screws and helical piers must be tested to 1.5 times uplift and 2.0 times lateral reactions found in the table below. A minimum of one ground screw or helical pier must be tested. Load (ASD) Value (lbs) Factor of Safety Test Value (lbs) UPLIFT 2400 1.5 3600 LATERAL 1710 2 3420 Foundation concrete shall have a minimum compressive strength of 2500 psi at 28 days. Cement for all concrete shall be Type I or II with a minimum of 6% entrained air with a water/cement ratio of 0.50. Maximum aggregate size shall be 3/4". No special inspection of concrete strength is required. Footings are designed based on an allowable soil bearing pressure of 1500 psf an allowable skin friction of 250 psf, an allowable lateral bearing pressure of 150 pcf, and a coefficient of friction of 0.3. Vector Structural Engineering strongly recommends independent soils testing be performed by a licensed geotechnical engineer to verify the assumed soil parameters. All ground mounts are to be installed per manufacturer’s recommendations. The use of solar panel support span tables provided by the manufacturer is allowed only where the site conditions and solar panel configuration match the description of the span tables. Electrical engineering is beyond our scope. All work performed must be in accordance with accepted industry-wide methods and applicable safety standards. Vector Structural Engineering assumes no responsibility for improper installation of the solar panels. Very truly yours, VECTOR STRUCTURAL ENGINEERING, LLC Russell Emery, P.E. License: 5252124 - Expires: 03/31/2021 Project Engineer Enclosures RNE/stb 08/06/2019 Vector Engineers requires that we review each site specific install and is not liable for installs at site specific locations we have not reviewed. 08/06/2019 Vector Engineers requires that we review each site specific install and is not liable for installs at site specific locations we have not reviewed. 08/06/2019 Vector Engineers requires that we review each site specific install and is not liable for installs at site specific locations we have not reviewed. 08/06/2019 Vector Engineers requires that we review each site specific install and is not liable for installs at site specific locations we have not reviewed. 08/06/2019 Vector Engineers requires that we review each site specific install and is not liable for installs at site specific locations we have not reviewed. 08/06/2019 JOB NO.:U2716-097-191 DESIGNED:STB DATE:07/29/19 PROJECT:B3 – Sunmodo Sunturf GM SUBJECT:Dead Load Design Weight: Individual Panel Weight [lb]:50.7 Panel Transverse Length (T5) [in]:41.2 Panel Transverse Length (T5) [ft]:3.4 Panel Longitudinal Length (L2) [in]:81.4 Panel Longitudinal Length (L2) [ft]:6.8 Individual Panel Area [ft2]:23.3 Individual Panel Weight [psf]:2.2 # of Panels in Transverse Direction:4 Approximate Transverse Length (T4) [ft]:13.7 # of Panels in Longitudinal Direction:12 Approximate Longitudinal Length (L1) [ft]: 81.4 ILLUSTRATION ONLY Transverse Column Spacing (T1) [ft]:7.1 Longitudinal Column Spacing (L3) [ft]:10.0 # of Columns in Longitudinal Direction:9 # of Columns in Transverse Direction:2 Total Number of Columns:18 Panel Slope from Horizontal (a) [°]:30.0 Short Column Height (H1) [ft]:4.5 Approximate Tall Column Height (H2) [ft]:8.6 Transverse Brace between Columns :Yes Approximate Brace Length (B1) [ft]:9.0 Weight of Columns [plf]:3.7 Weight of Cross Pipe [plf]:3.7 Weight of Brace [plf]:3.7 Tributary Transverse Length per Column [ft]: 6.9 ILLUSTRATION ONLY Tributary Longitudinal Length per Column [ft]: 10.0 Tributary Area per Column [ft2]:68.7 Rail Weight [plf]:1.0 Transverse Rail Weight per Column [lb]:27.5 Longitudinal Rail Weight per Column [lb]: 36.5 Tall Column Weight [lb]:31.4 Panel Weight per Column [lb]:149.5 Rail Weight per Column [lb]:27.5 Cross Pipe Weight per Column [lb]:36.5 Brace Weight per Column [lb]:16.4 Total Weight per Column (1.0 D) [lb]:261.3 ILLUSTRATION ONLY Assumptions: • T2 = T3 JOB NO.:U2716-097-191 DESIGNED:STB DATE:07/29/19 PROJECT:B3 – Sunmodo Sunturf GM SUBJECT:Snow Load SNOW LOAD (S): ASCE 7 Standard:16 Panel Slope from Horizontal [°]:30.0 Snow Ground Load, pg [psf]:30.0 (Section 7.2) Terrain Category:C (Table 7-2) Exposure of Roof:Fully Exposed (Table 7-2) Exposure Factor, Ce:0.9 (Table 7-2) Thermal Factor, Ct:1.2 (Table 7-3) Risk Category:I (Table 1.5-1) Importance Factor, IS:0.8 (Table 1.5-2) Flat Roof Snow Load, pf [psf]:18 (Equation 7.3-1) Minimum Roof Snow Load, pm [psf]:0 (Section 7.3.4) Unobstructed Slippery Surface?Yes (Section 7.4) Slope Factor Figure:Figure 7-2c (Section 7.4) Roof Slope Factor, Cs:0.727 (Figure 7-2) Sloped Roof Snow Load, ps [psf]:13 (Equation 7.4-1) Design Snow Load, S [psf]:13 Tributary Transverse Length [ft]:5.9 Tributary Longitudinal Length [ft]:10 Tributary Area per Column [ft2]:59.5 Snow Load per Column (1.0 S) [lb]: 784.7 JOB NO.:U2716-097-191 DESIGNED:STB DATE:07/29/19 PROJECT:B3 – Sunmodo Sunturf GM SUBJECT:Wind Pressure Design Wind Load: ASCE 7 Standard:16 Basic Wind Speed, V [mph]:105 Risk Category:I Exposure Category C (Section 26.7.3) Velocity Pressure Exposure Coefficient, Kh:0.85 (Table 26.10-1) Topographic Factor, Kht:1.0 (Section 26.8.2) Wind Directionality Factor, K d:0.85 (Table 26.6-1) Internal Pressure Coefficient, GCpi :0.00 (Table 26.13-1) Velocity Pressure, qh [psf]:20.4 (Equation 26.10-1) Gust Effect Factor, G:0.85 (Section 26.11.1) Panel Slope [degrees]:30.0 Net Pressure Coefficients (CN) per:(Figure 27.3-4) Clear Wind Flow CNW CNL Case 1 (γ = 0°, Load Case A)-1.80 -1.80 Case 2 (γ = 0°, Load Case B)-2.50 -0.50 Case 3 (γ = 180°, Load Case A)2.10 2.10 Case 4 (γ = 180°, Load Case B)2.60 1.00 Design Wind Pressures (p) [psf] per: (Equation 27.3-2) Clear Wind Flow qhGCNW qhGCNL Case 1 (γ = 0°, Load Case A)-31.2 -31.2 Case 2 (γ = 0°, Load Case B)-43.3 -8.7 Case 3 (γ = 180°, Load Case A)36.4 36.4 Case 4 (γ = 180°, Load Case B)45.1 17.3 Clear Wind Flow Short Col. Pressure Long Col. Pressure Case 1 (γ = 0°, Load Case A)-31.2 -31.2 Case 2 (γ = 0°, Load Case B)-8.7 -43.3 Case 3 (γ = 180°, Load Case A)36.4 36.4 Case 4 (γ = 180°, Load Case B)45.1 17.3 Wind Pressure on Each Side of Panels [psf] JOB NO.:U2716-097-191 PROJECT:B3 – Sunmodo Sunturf GM SUBJECT:Open Building Wind Loads p =qhGCn Velocity Pressure Exposure Coefficient, Kh:0.85 (Table 26.10-1) Topographic Factor, Kht:1.0 (Section 26.8.2) Wind Directionality Factor, Kd:0.85 (Table 26.6-1) Ultimate Wind Speed, V [mph]:105 Velocity Pressure, qh [psf]:20.4 (Equation 26.10-1) Gust Effect Factor, G:0.85 (Section 26.11.1) γ= 90⁰ or 270⁰ Horizontal Distance from Winward Edge Roof angle Load Case CN 30 A -0.8 B 0.8 30 A -0.6 B 0.5 30 A -0.3 B 0.3 Roof angle Load Case 30 A -13.9 B 13.9 30 A -10.4 B 8.7 30 A -5.2 B 5.2 <= h > h, <= 2h > 2h Design Wind Load Per ASCE 7-16 Obstructed Wind Flow Design Wind Pressure, p [psf]: <= h > h, <= 2h > 2h Obstructed Wind Flow Force Coefficient, CN: JOB NO.:U2716-097-191 DESIGNED:STB Foundation Option 1: Drilled Concrete Pier JOB NO.:U2716-097-191 DESIGNED:STB DATE:07/29/19 PROJECT:B3 – Sunmodo Sunturf GM Drilled Pier Design Max. Shear, V [k]:1.7 Max. Down, Pd [k]:3.0 Max. Moment, M [k-ft]:0.0 Max. Uplift, Pu [k]:2.4 Pier Properties: Pier Diameter, b [ft]:1.5 Volume of Concrete [ft3]:10 Min. Pier Diameter, bmin (opt'l) [ft]:Volume of Concrete [yd3]:0.4 Top of Pier Elevation [ft]:0.00 Weight of Concrete [k]: 1.5 Pier Depth, d [ft]:5.5 Min. Pier Depth, dmin (opt'l) [ft]: Max. Pier Depth, dmax (opt'l) [ft]: Soil Properties: Allow. Bearing Pressure [psf]: 1,500 1/3 increase for short term loads? No Skin Friction [psf]:250 (IBC 1810.3.3.1.4) Lateral Bearing, S [pcf]:150 Top Length to Ignore [ft]: 0.0 Max. Lateral Bearing (opt'l) [psf]: Top Depth to Ignore [ft]:0.0 No 1/3 increase for short term loads? No Combine w/ Bearing: No 1/2" deflection at t/o pier allowed: Yes Check Bearing: Bearing Capacity [k]:6.5 Check Uplift: Uplift Capacity [k]:7.8 Check Lateral Bearing: Applied Lateral Force, P [lb]: 1,710 Point of Application, h [ft]:0.0 S1_max [psf]: S1 [psf]:550 A = 2.34*P/(S1b):4.85 Required Pier Depth, dreqd [ft]:4.9 Lateral bearing capacity OK. Design Loads: Optional Parameters for Uplift: 1/3 increase for short term loads? Bearing capacity OK. Uplift capacity OK. JOB NO.:U2716-097-191 DESIGNED:STB Foundation Option 2: Helical Pier The ground screws and helical piers must be tested to 1.5 times uplift and 2.0 times lateral reactions found in the table below. Load (ASD) Value (lbs) Factor of Safety Test Value (lbs) UPLIFT 2400 1.5 3600 LATERAL 1710 2 3420 JOB NO.:U2716-097-191 DESIGNED:STB Foundation Option 3: Ground Screw The ground screws and helical piers must be tested to 1.5 times uplift and 2.0 times lateral reactions found in the table below. Load (ASD) Value (lbs) Factor of Safety Test Value (lbs) UPLIFT 2400 1.5 3600 LATERAL 1710 2 3420 JOB NO.:U2716-097-191 DESIGNED:STB Foundation Option 4: Ballasted Block Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 14 June 7, 2019 at 4:41 PM USA B1 GM v3.r3d XZ Results for LC 1, 1.0 D Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 15 June 7, 2019 at 4:41 PM USA B1 GM v3.r3d #5 @ 1 0 i n (B ) #5 @ 1 0 i n (T ) #5@10in (B) #5@10in(T) XZ Results for LC 1, 1.0 D Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Mesh Size (in) Max Iterations Merge Tolerance (in) Solver Coefficient of Friction 5 100 12 10 .12 Sparse Accelerated .3 No. of Shear Regions Shear Region Spacing Increment (in) Min 1 Bar Dia Spacing for Beams? Optimize footings for OTM / Sliding? Parme Beta Factor Pile Safety Factor Concrete Stress Block Concrete Rebar Set Concrete Code HR Steel Pile Code Wood Pile Code 4 4 No Yes .65 3 Rectangular ASTM A615 ACI 318-14 AISC 14th(360-10): ASD AWC NDS-15: ASD Concrete Properties Label E [ksi] G [ksi] Nu Therm (\... Density[lb/ft^3] f'c[psi] Lambda Flex Stee...Shear St... 1 Conc3000NW 3156 1372 .15 .6 145 3000 1 60000 60000 2 Conc3500NW 3409 1482 .15 .6 145 3500 1 60000 60000 3 Conc4000NW 3644 1584 .15 .6 145 4000 1 60000 60000 4 Conc3000LW 2085 907 .15 .6 109.999 3000 .75 60000 60000 5 Conc3500LW 2252 979 .15 .6 109.999 3500 .75 60000 60000 6 Conc4000LW 2408 1047 .15 .6 109.999 4000 .75 60000 60000 7 Conc2500NW 3156 1372 .15 .6 145 2500 1 60000 60000 General Design Parameters Label Max Bending Chk Max Shear Chk Top Cover[in]Bottom Cover[in] 1 Typical 1 1 3 3 Slab Rebar Parameters Label Top Bar Bottom Bar Max Top Bar Sp...Min Top Bar Sp...Max Bot Bar Sp...Min Bot Bar Sp... Spacing Incr...Rebar Options 1 Typical #5 #5 10 10 10 10 1 Optimize Soil Definitions Label Subgrade Modulus[lb/ft^3]Allowable Bearing[psf] Depth Properties Default? 1 Default 1e+5 1500 None Yes Point Loads and Moments (Cat 1 : DL) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X -32.142 2 R3D_N1_1 Y 231.457 3 R3D_N2_1 X -16.172 4 R3D_N2_1 Y 206.36 5 R3D_N132 Y 260.329 6 R3D_N133 X -2.398 7 R3D_N133 Y 306.853 8 R3D_N109 X -1.038 9 R3D_N109 Y 260.065 RISAFoundation Version 10.0.1 Page 1 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Point Loads and Moments (Cat 1 : DL) (Continued) Label Direction Magnitude[lb,lb-ft] 10 R3D_N110A X 2.286 11 R3D_N110A Y 306.683 12 R3D_N121 Y 277.767 13 R3D_N122 Y 289.617 14 R3D_N133B Y 277.69 15 R3D_N134B Y 289.62 16 R3D_N137C X 32.232 17 R3D_N137C Y 230.375 18 R3D_N138B X 16.369 19 R3D_N138B Y 205.202 Point Loads and Moments (Cat 6 : RLL) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X -93.573 2 R3D_N1_1 Y 574.454 3 R3D_N2_1 X -49.04 4 R3D_N2_1 Y 564.726 5 R3D_N132 X 3.151 6 R3D_N132 Y 679.935 7 R3D_N133 X -7.195 8 R3D_N133 Y 869.351 9 R3D_N109 X -3.311 10 R3D_N109 Y 679.16 11 R3D_N110A X 6.863 12 R3D_N110A Y 868.837 13 R3D_N121 X 1.653 14 R3D_N121 Y 734.19 15 R3D_N122 Y 815.856 16 R3D_N133B X -1.749 17 R3D_N133B Y 733.97 18 R3D_N134B X -1.225 19 R3D_N134B Y 815.879 20 R3D_N137C X 93.828 21 R3D_N137C Y 571.299 22 R3D_N138B X 49.631 23 R3D_N138B Y 561.324 Point Loads and Moments (Cat 16 : OL1) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X 225.096 2 R3D_N1_1 Y -2640.624 3 R3D_N1_1 Z 1461.148 4 R3D_N2_1 X 132.613 5 R3D_N2_1 Y -96.347 6 R3D_N2_1 Z -58.986 7 R3D_N132 X -8.945 8 R3D_N132 Y -3772.492 9 R3D_N132 Z 2441.47 10 R3D_N133 X 20.197 11 R3D_N133 Y 57.017 12 R3D_N133 Z -77.292 13 R3D_N109 X 9.103 14 R3D_N109 Y -3769.513 15 R3D_N109 Z 2439.879 16 R3D_N110A X -19.168 17 R3D_N110A Y 57.325 RISAFoundation Version 10.0.1 Page 2 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Point Loads and Moments (Cat 16 : OL1) (Continued) Label Direction Magnitude[lb,lb-ft] 18 R3D_N110A Z -77.335 19 R3D_N121 X -5.757 20 R3D_N121 Y -3681.68 21 R3D_N121 Z 2183.614 22 R3D_N122 X 3.362 23 R3D_N122 Y -38.397 24 R3D_N122 Z -77.294 25 R3D_N133B X 5.822 26 R3D_N133B Y -3682.902 27 R3D_N133B Z 2184.859 28 R3D_N134B X -2.796 29 R3D_N134B Y -36.73 30 R3D_N134B Z -77.333 31 R3D_N137C X -225.316 32 R3D_N137C Y -2625.34 33 R3D_N137C Z 1451.735 34 R3D_N138B X -134.208 35 R3D_N138B Y -95.852 36 R3D_N138B Z -58.758 Point Loads and Moments (Cat 17 : OL2) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X 304.012 2 R3D_N1_1 Y -3090.732 3 R3D_N1_1 Z 1224.344 4 R3D_N2_1 X 50.159 5 R3D_N2_1 Y 704.239 6 R3D_N2_1 Z -49.443 7 R3D_N132 X -11.637 8 R3D_N132 Y -4278.666 9 R3D_N132 Z 2047.955 10 R3D_N133 X 4.179 11 R3D_N133 Y 1269.503 12 R3D_N133 Z -64.824 13 R3D_N109 X 11.887 14 R3D_N109 Y -4275.583 15 R3D_N109 Z 2047.176 16 R3D_N110A X -3.593 17 R3D_N110A Y 1269.446 18 R3D_N110A Z -64.876 19 R3D_N121 X -7.364 20 R3D_N121 Y -4248.303 21 R3D_N121 Z 1829.455 22 R3D_N122 X 5.123 23 R3D_N122 Y 1115.506 24 R3D_N122 Z -64.764 25 R3D_N133B X 7.475 26 R3D_N133B Y -4250.023 27 R3D_N133B Z 1831.337 28 R3D_N134B X -4.895 29 R3D_N134B Y 1117.712 30 R3D_N134B Z -64.817 31 R3D_N137C X -304.369 32 R3D_N137C Y -3073.277 33 R3D_N137C Z 1216.63 34 R3D_N138B X -50.973 RISAFoundation Version 10.0.1 Page 3 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Point Loads and Moments (Cat 17 : OL2) (Continued) Label Direction Magnitude[lb,lb-ft] 35 R3D_N138B Y 700.114 36 R3D_N138B Z -49.26 Point Loads and Moments (Cat 18 : OL3) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X -262.612 2 R3D_N1_1 Y 3080.728 3 R3D_N1_1 Z -1704.673 4 R3D_N2_1 X -154.715 5 R3D_N2_1 Y 112.405 6 R3D_N2_1 Z 68.817 7 R3D_N132 X 10.436 8 R3D_N132 Y 4401.24 9 R3D_N132 Z -2848.382 10 R3D_N133 X -23.564 11 R3D_N133 Y -66.52 12 R3D_N133 Z 90.174 13 R3D_N109 X -10.62 14 R3D_N109 Y 4397.765 15 R3D_N109 Z -2846.525 16 R3D_N110A X 22.363 17 R3D_N110A Y -66.879 18 R3D_N110A Z 90.224 19 R3D_N121 X 6.717 20 R3D_N121 Y 4295.293 21 R3D_N121 Z -2547.549 22 R3D_N122 X -3.923 23 R3D_N122 Y 44.796 24 R3D_N122 Z 90.176 25 R3D_N133B X -6.793 26 R3D_N133B Y 4296.718 27 R3D_N133B Z -2549.002 28 R3D_N134B X 3.262 29 R3D_N134B Y 42.851 30 R3D_N134B Z 90.221 31 R3D_N137C X 262.869 32 R3D_N137C Y 3062.896 33 R3D_N137C Z -1693.691 34 R3D_N138B X 156.576 35 R3D_N138B Y 111.828 36 R3D_N138B Z 68.551 Point Loads and Moments (Cat 19 : OL4) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X -131.547 2 R3D_N1_1 Y 1925.367 3 R3D_N1_1 Z -1455.749 4 R3D_N2_1 X -181.104 5 R3D_N2_1 Y 726.691 6 R3D_N2_1 Z 58.755 7 R3D_N132 X 5.585 8 R3D_N132 Y 2860.617 9 R3D_N132 Z -2430.706 10 R3D_N133 X -30.363 11 R3D_N133 Y 924.812 12 R3D_N133 Z 76.96 RISAFoundation Version 10.0.1 Page 4 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Point Loads and Moments (Cat 19 : OL4) (Continued) Label Direction Magnitude[lb,lb-ft] 13 R3D_N109 X -5.646 14 R3D_N109 Y 2858.121 15 R3D_N109 Z -2428.676 16 R3D_N110A X 29.115 17 R3D_N110A Y 924.253 18 R3D_N110A Z 76.99 19 R3D_N121 X 3.695 20 R3D_N121 Y 2733.397 21 R3D_N121 Z -2175.758 22 R3D_N122 X -1.498 23 R3D_N122 Y 960.379 24 R3D_N122 Z 77.011 25 R3D_N133B X -3.715 26 R3D_N133B Y 2734.055 27 R3D_N133B Z -2176.325 28 R3D_N134B Y 959.368 29 R3D_N134B Z 77.033 30 R3D_N137C X 131.627 31 R3D_N137C Y 1913.874 32 R3D_N137C Z -1446.231 33 R3D_N138B X 183.113 34 R3D_N138B Y 722.55 35 R3D_N138B Z 58.521 Point Loads and Moments (Cat 20 : OL5) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X -73.937 2 R3D_N1_1 Y 1155.083 3 R3D_N1_1 Z -649.695 4 R3D_N2_1 X -45.664 5 R3D_N2_1 Y 25.47 6 R3D_N2_1 Z 23.184 7 R3D_N132 X 6.502 8 R3D_N132 Y 610.134 9 R3D_N132 Z -405.766 10 R3D_N133 Y -10.941 11 R3D_N133 Z 12.956 12 R3D_N109 X 5.707 13 R3D_N109 Y 1205.466 14 R3D_N109 Z -779.431 15 R3D_N110A X 20.687 16 R3D_N110A Y -23.332 17 R3D_N110A Z 23.517 18 R3D_N121 X 4.552 19 R3D_N121 Y 591.517 20 R3D_N121 Z -347.967 21 R3D_N122 Y 14.352 22 R3D_N122 Z 15.222 23 R3D_N133B X 2.567 24 R3D_N133B Y 620.028 25 R3D_N133B Z -367.49 26 R3D_N134B X 2.885 27 R3D_N134B Y 5.001 28 R3D_N134B Z 13.35 29 R3D_N137C X 54.657 30 R3D_N137C Y 459.744 RISAFoundation Version 10.0.1 Page 5 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Point Loads and Moments (Cat 20 : OL5) (Continued) Label Direction Magnitude[lb,lb-ft] 31 R3D_N137C Z -242.578 32 R3D_N138B X 21.945 33 R3D_N138B Y 14.854 34 R3D_N138B Z 9.823 Point Loads and Moments (Cat 21 : OL6) Label Direction Magnitude[lb,lb-ft] 1 R3D_N1_1 X 69.187 2 R3D_N1_1 Y -1133.104 3 R3D_N1_1 Z 638.915 4 R3D_N2_1 X 42.366 5 R3D_N2_1 Y -25.162 6 R3D_N2_1 Z -22.25 7 R3D_N132 X -5.834 8 R3D_N132 Y -612.268 9 R3D_N132 Z 405.574 10 R3D_N133 Y 10.872 11 R3D_N133 Z -12.934 12 R3D_N109 X -4.827 13 R3D_N109 Y -1051.209 14 R3D_N109 Z 684.957 15 R3D_N110A X -18.791 16 R3D_N110A Y 22.216 17 R3D_N110A Z -21.418 18 R3D_N121 X -3.849 19 R3D_N121 Y -586.67 20 R3D_N121 Z 344.769 21 R3D_N122 Y -14.128 22 R3D_N122 Z -14.6 23 R3D_N133B X -2.15 24 R3D_N133B Y -620.759 25 R3D_N133B Z 368.154 26 R3D_N134B X -2.714 27 R3D_N134B Y -4.669 28 R3D_N134B Z -13.242 29 R3D_N137C X -52.567 30 R3D_N137C Y -457.396 31 R3D_N137C Z 242.6 32 R3D_N138B X -21.872 33 R3D_N138B Y -14.684 34 R3D_N138B Z -9.818 Slabs Label Thickness [in]Material Local Axis Angle [deg] Analysis Offset [in] 1 S1 27 Conc2500NW 0 0 2 S2 27 Conc2500NW 0 0 3 S3 27 Conc2500NW 0 0 4 S4 27 Conc2500NW 0 0 5 S5 27 Conc2500NW 0 0 6 S6 27 Conc2500NW 0 0 Load Combinations Label Solve Service A...SF Cat...Fa...Cat...Fa...Cat...Fa...Cat...Fa... Cat...Fa...Cat...Fa...Cat...Fa... Cat...Fa...C... F... C... F... 1 1.0 D Yes Yes 1.5 DL 1 2 1.0 D + 1....Yes Yes 1.5 DL 1 RLL 1 RISAFoundation Version 10.0.1 Page 6 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Load Combinations (Continued) Label Solve Service A...SF Cat...Fa...Cat...Fa...Cat...Fa...Cat...Fa... Cat...Fa...Cat...Fa...Cat...Fa... Cat...Fa...C... F... C... F... 3 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL1 .6 4 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL2 .6 5 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL3 .6 6 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL4 .6 7 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL5 .6 8 1.0 D + 0....Yes Yes 1.5 DL 1 RLL OL6 .6 9 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL1 .45 10 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL2 .45 11 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL3 .45 12 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL4 .45 13 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL5 .45 14 1.0 D + 0....Yes Yes 1.5 DL 1 RLL .75 OL6 .45 15 0.6 D + 0....Yes Yes DL .6 RLL OL1 .6 16 0.6 D + 0....Yes Yes DL .6 RLL OL2 .6 17 0.6 D + 0....Yes Yes DL .6 RLL OL3 .6 18 0.6 D + 0....Yes Yes DL .6 RLL OL4 .6 19 0.6 D + 0....Yes Yes DL .6 RLL OL5 .6 20 0.6 D + 0....Yes Yes DL .6 RLL OL6 .6 21 22 1.4D Yes DL 1.4 23 1.2D+1.6SL Yes DL 1.2 RLL 1.6 24 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL1 .5 25 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL2 .5 26 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL3 .5 27 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL4 .5 28 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL5 .5 29 1.2D+1.6S...Yes DL 1.2 RLL 1.6 OL6 .5 30 1.2D+1.0...Yes DL 1.2 OL1 1 31 1.2D-1.0Wx Yes DL 1.2 OL2 1 32 1.2D+1.0...Yes DL 1.2 OL3 1 33 1.2D-1.0Wz Yes DL 1.2 OL4 1 34 1.2D+1.0...Yes DL 1.2 OL5 1 35 1.2D-1.0...Yes DL 1.2 OL6 1 36 .9D+1.0Wx Yes DL .9 OL1 1 37 .9D-1.0Wx Yes DL .9 OL2 1 38 .9D+1.0Wz Yes DL .9 OL3 1 39 .9D-1.0Wz Yes DL .9 OL4 1 40 .9D+1.0W...Yes DL .9 OL5 1 41 .9D-1.0W90 Yes DL .9 OL6 1 Design Strips Label Rebar Angle from Pl... No. of Design Cuts Design Rule 1 DS1 0 50 Typical 2 DS2 90 50 Typical Load Categories Category Point Loads Line Loads Area Loads 1 DL 19 2 RLL 23 3 OL1 36 4 OL2 36 5 OL3 36 6 OL4 35 7 OL5 34 8 OL6 34 RISAFoundation Version 10.0.1 Page 7 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Strip Reinforcing Label UC Top LC Top Bars Governing ...UC Bot LC Bot B... Gover... UC Shear LC Governing ... 1 DS1 .023 26 #5@10in DS1-X25 .043 37 #5@1...DS1-....041 37 DS1-X15 2 DS2 .002 36 #5@10in DS2-X26 .003 26 #5@1...DS2-....005 26 DS2-X25 Slab Overturning Safety Factors LC Slab Angle[deg] Mo-xx[lb-ft] Ms-xx[lb-ft] Mo-zz[lb-ft] Ms-zz[lb-ft] Ms-xx/Mo-xx Ms-zz/Mo-zz 1 1 S1 0 0 40813.277 0 10669.394 9.999+9.999+ 2 1 S2 0 0 41695.811 0 10740.533 9.999+9.999+ 3 1 S3 0 0 41575.768 0 10744.24 9.999+9.999+ 4 1 S4 0 0 41575.695 0 10744.136 9.999+9.999+ 5 1 S5 0 0 41697.594 0 10749.35 9.999+9.999+ 6 1 S6 0 0 40802.088 0 10448.162 9.999+9.999+ 7 2 S1 0 0 46332.325 0 12604.113 9.999+9.999+ 8 2 S2 0 0 49914.059 0 12925.535 9.999+9.999+ 9 2 S3 0 0 49421.468 0 12936.418 9.999+9.999+ 10 2 S4 0 0 49421.3 0 12946.448 9.999+9.999+ 11 2 S5 0 0 49921.206 0 12953.271 9.999+9.999+ 12 2 S6 0 0 46288.295 0 11729.929 9.999+9.999+ 13 3 S1 0 15305.182 40991.057 2809.333 10669.394 2.678 3.798 14 3 S2 0 22179.661 41365.611 3141.772 10740.533 1.865 3.419 15 3 S3 0 21466.779 41491.847 3158.832 10744.24 1.933 3.401 16 3 S4 0 21473.243 41491.207 3165.772 10744.136 1.932 3.394 17 3 S5 0 22197.157 41368.062 3173.344 10749.35 1.864 3.387 18 3 S6 0 15215.201 40980.411 2254.133 10521.674 2.693 4.668 19 4 S1 0 16630.952 40991.057 2506.651 10669.394 2.465 4.256 20 4 S2 0 23252.278 41365.611 2566.413 10740.533 1.779 4.185 21 4 S3 0 22943.9 41491.847 2659.851 10744.24 1.808 4.039 22 4 S4 0 22953.288 41491.207 2665.946 10744.136 1.808 4.03 23 4 S5 0 23268.928 41368.062 2547.721 10749.35 1.778 4.219 24 4 S6 0 16535.938 40980.411 2022.268 10521.674 2.478 5.203 25 5 S1 0 0 41637.093 0 13946.95 9.999+9.999+ 26 5 S2 0 540.543 41695.811 0 14405.933 9.999+9.999+ 27 5 S3 0 0 41920.758 0 14429.543 9.999+9.999+ 28 5 S4 0 0 41910.104 0 14437.537 9.999+9.999+ 29 5 S5 0 538.523 41697.594 0 14451.585 9.999+9.999+ 30 5 S6 0 0 41623.188 0 12580.427 9.999+9.999+ 31 6 S1 0 0 44137.41 0 13345.722 9.999+9.999+ 32 6 S2 0 0 45474.998 0 13923.867 9.999+9.999+ 33 6 S3 0 0 45779.082 0 13880.983 9.999+9.999+ 34 6 S4 0 0 45773.695 0 13888.561 9.999+9.999+ 35 6 S5 0 0 45478.823 0 14000.416 9.999+9.999+ 36 6 S6 0 0 44108.651 0 12264.223 9.999+9.999+ 37 7 S1 0 0 41020.177 0 11834.326 9.999+9.999+ 38 7 S2 0 173.942 41695.811 0 11709.715 9.999+9.999+ 39 7 S3 0 0 41672.249 0 11253.083 9.999+9.999+ 40 7 S4 0 0 41618.883 0 11268.052 9.999+9.999+ 41 7 S5 0 97.441 41697.594 0 11249.887 9.999+9.999+ 42 7 S6 0 0 40930.676 0 10748.157 9.999+9.999+ 43 8 S1 0 6574.819 40991.057 1135.122 10669.394 6.235 9.399 44 8 S2 0 6186.62 41365.611 842.76 10740.533 6.686 9.999+ 45 8 S3 0 3419.721 41491.847 505.482 10744.24 9.999+9.999+ 46 8 S4 0 3617.708 41491.207 525.047 10744.136 9.999+9.999+ 47 8 S5 0 3613.329 41368.062 503.311 10749.35 9.999+9.999+ 48 8 S6 0 2635.857 40980.411 407.344 10521.674 9.999+9.999+ 49 9 S1 0 11478.886 45182.041 2107 12120.433 3.936 5.752 50 9 S2 0 16634.746 46521.667 2356.329 12379.284 2.797 5.254 51 9 S3 0 16100.084 46942.299 2369.124 12388.374 2.916 5.229 RISAFoundation Version 10.0.1 Page 8 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Slab Overturning Safety Factors (Continued) LC Slab Angle[deg] Mo-xx[lb-ft] Ms-xx[lb-ft] Mo-zz[lb-ft] Ms-zz[lb-ft] Ms-xx/Mo-xx Ms-zz/Mo-zz 52 9 S4 0 16104.932 46940.295 2374.329 12395.87 2.915 5.221 53 9 S5 0 16647.868 46529.528 2380.008 12402.291 2.795 5.211 54 9 S6 0 11411.401 45148.08 1690.6 11684.018 3.956 6.911 55 10 S1 0 12473.214 45182.041 1879.988 12120.433 3.622 6.447 56 10 S2 0 17439.208 46521.667 1924.81 12379.284 2.668 6.431 57 10 S3 0 17207.925 46942.299 1994.889 12388.374 2.728 6.21 58 10 S4 0 17214.966 46940.295 1999.46 12395.87 2.727 6.2 59 10 S5 0 17451.696 46529.528 1910.791 12402.291 2.666 6.491 60 10 S6 0 12401.953 45148.08 1516.701 11684.018 3.64 7.704 61 11 S1 0 0 45570.425 0 14578.6 9.999+9.999+ 62 11 S2 0 405.407 47859.497 0 15128.334 9.999+9.999+ 63 11 S3 0 0 47718.785 0 15152.351 9.999+9.999+ 64 11 S4 0 0 47710.705 0 15165.921 9.999+9.999+ 65 11 S5 0 403.892 47865.303 0 15178.967 9.999+9.999+ 66 11 S6 0 0 45532.569 0 13008.686 9.999+9.999+ 67 12 S1 0 0 47445.663 0 14127.679 9.999+9.999+ 68 12 S2 0 0 50693.888 0 14766.785 9.999+9.999+ 69 12 S3 0 0 50612.528 0 14740.931 9.999+9.999+ 70 12 S4 0 0 50608.398 0 14754.189 9.999+9.999+ 71 12 S5 0 0 50701.225 0 14840.59 9.999+9.999+ 72 12 S6 0 0 47396.666 0 12771.533 9.999+9.999+ 73 13 S1 0 0 45107.737 0 12994.133 9.999+9.999+ 74 13 S2 0 130.456 47859.497 0 13106.171 9.999+9.999+ 75 13 S3 0 0 47532.404 0 12770.006 9.999+9.999+ 76 13 S4 0 0 47492.29 0 12788.807 9.999+9.999+ 77 13 S5 0 73.081 47865.303 0 12777.693 9.999+9.999+ 78 13 S6 0 0 45013.184 0 11634.483 9.999+9.999+ 79 14 S1 0 4931.114 45182.041 851.342 12120.433 9.163 9.999+ 80 14 S2 0 4639.965 46521.667 632.07 12379.284 9.999+9.999+ 81 14 S3 0 2564.791 46942.299 379.111 12388.374 9.999+9.999+ 82 14 S4 0 2713.281 46940.295 393.786 12395.87 9.999+9.999+ 83 14 S5 0 2709.996 46529.528 377.483 12402.291 9.999+9.999+ 84 14 S6 0 1976.893 45148.08 305.508 11684.018 9.999+9.999+ 85 15 S1 0 15305.182 24594.634 2809.333 6401.636 1.607 2.279 86 15 S2 0 22179.661 24819.366 3141.772 6444.32 1.119 2.051 87 15 S3 0 21466.779 24895.108 3158.832 6446.544 1.16 2.041 88 15 S4 0 21473.243 24894.724 3165.772 6446.482 1.159 2.036 89 15 S5 0 22197.157 24820.837 3173.344 6449.61 1.118 2.032 90 15 S6 0 15215.201 24588.247 2254.133 6313.004 1.616 2.801 91 16 S1 0 16630.952 24594.634 2506.651 6401.636 1.479 2.554 92 16 S2 0 23252.278 24819.366 2566.413 6444.32 1.067 2.511 93 16 S3 0 22943.9 24895.108 2659.851 6446.544 1.085 2.424 94 16 S4 0 22953.288 24894.724 2665.946 6446.482 1.085 2.418 95 16 S5 0 23268.928 24820.837 2547.721 6449.61 1.067 2.532 96 16 S6 0 16535.938 24588.247 2022.268 6313.004 1.487 3.122 97 17 S1 0 0 25311.782 0 9679.192 9.999+9.999+ 98 17 S2 0 540.543 25017.487 0 10109.72 9.999+9.999+ 99 17 S3 0 0 25290.45 0 10131.847 9.999+9.999+ 100 17 S4 0 0 25279.826 0 10139.882 9.999+9.999+ 101 17 S5 0 538.523 25018.556 0 10151.845 9.999+9.999+ 102 17 S6 0 0 25302.353 0 8401.162 9.999+9.999+ 103 18 S1 0 0 27812.1 0 9077.964 9.999+9.999+ 104 18 S2 0 0 28796.674 0 9627.654 9.999+9.999+ 105 18 S3 0 0 29148.775 0 9583.287 9.999+9.999+ 106 18 S4 0 0 29143.417 0 9590.907 9.999+9.999+ 107 18 S5 0 0 28799.785 0 9700.676 9.999+9.999+ 108 18 S6 0 0 27787.816 0 8084.958 9.999+9.999+ RISAFoundation Version 10.0.1 Page 9 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Slab Overturning Safety Factors (Continued) LC Slab Angle[deg] Mo-xx[lb-ft] Ms-xx[lb-ft] Mo-zz[lb-ft] Ms-zz[lb-ft] Ms-xx/Mo-xx Ms-zz/Mo-zz 109 19 S1 0 0 24694.866 0 7566.569 9.999+9.999+ 110 19 S2 0 173.942 25017.487 0 7413.502 9.999+9.999+ 111 19 S3 0 0 25041.942 0 6955.387 9.999+9.999+ 112 19 S4 0 0 24988.605 0 6970.397 9.999+9.999+ 113 19 S5 0 97.441 25018.556 0 6950.146 9.999+9.999+ 114 19 S6 0 0 24609.84 0 6568.892 9.999+9.999+ 115 20 S1 0 6574.819 24594.634 1135.122 6401.636 3.741 5.64 116 20 S2 0 6186.62 24819.366 842.76 6444.32 4.012 7.647 117 20 S3 0 3419.721 24895.108 505.482 6446.544 7.28 9.999+ 118 20 S4 0 3617.708 24894.724 525.047 6446.482 6.881 9.999+ 119 20 S5 0 3613.329 24820.837 503.311 6449.61 6.869 9.999+ 120 20 S6 0 2635.857 24588.247 407.344 6313.004 9.328 9.999+ Slab Sliding Safety Factors LC Slab Angle[deg] Va-xx[lb] Vr-xx[lb] Va-zz[lb] Vr-zz[lb] SR-xx SR-zz 1 1 S1 0 48.314 2517.052 0 2517.052 9.999+9.999+ 2 1 S2 0 1.248 2555.732 0 2555.732 9.999+9.999+ 3 1 S3 0 0 2555.922 0 2555.922 9.999+9.999+ 4 1 S4 0 0 2555.9 0 2555.9 9.999+9.999+ 5 1 S5 0 2.398 2555.862 0 2555.862 9.999+9.999+ 6 1 S6 0 48.601 2516.38 0 2516.38 9.999+9.999+ 7 2 S1 0 190.928 2858.806 0 2858.806 9.999+9.999+ 8 2 S2 0 4.8 3020.131 0 3020.131 9.999+9.999+ 9 2 S3 0 1.653 3020.936 0 3020.936 9.999+9.999+ 10 2 S4 0 2.974 3020.855 0 3020.855 9.999+9.999+ 11 2 S5 0 6.442 3020.648 0 3020.648 9.999+9.999+ 12 2 S6 0 192.06 2856.167 0 2856.167 9.999+9.999+ 13 3 S1 0 166.311 2024.397 841.297 2024.397 9.999+2.406 14 3 S2 0 4.792 1887.538 1417.526 1887.538 9.999+1.332 15 3 S3 0 1.437 1886.309 1263.792 1886.309 9.999+1.493 16 3 S4 0 1.816 1886.367 1264.516 1886.367 9.999+1.492 17 3 S5 0 4.353 1887.076 1418.507 1887.076 9.999+1.33 18 3 S6 0 167.114 2026.566 835.786 2026.566 9.999+2.425 19 4 S1 0 164.188 2087.483 704.94 2087.483 9.999+2.961 20 4 S2 0 6.224 2014.627 1189.38 2014.627 9.999+1.694 21 4 S3 0 1.345 1992.019 1058.815 1992.019 9.999+1.881 22 4 S4 0 1.548 1992.084 1059.912 1992.084 9.999+1.879 23 4 S5 0 6.873 2014.212 1189.879 2014.212 9.999+1.693 24 4 S6 0 164.605 2089.211 700.422 2089.211 9.999+2.983 25 5 S1 0 298.711 3091.816 981.514 3091.816 9.999+3.15 26 5 S2 0 8.294 3335.291 1653.781 3335.291 9.999+2.017 27 5 S3 0 1.677 3337.138 1474.424 3337.138 9.999+2.263 28 5 S4 0 2.118 3337.023 1475.268 3337.023 9.999+2.262 29 5 S5 0 10.274 3336.112 1654.925 3336.112 9.999+2.016 30 5 S6 0 300.268 3087.831 975.084 3087.831 9.999+3.167 31 6 S1 0 235.905 2994.422 838.197 2994.422 9.999+3.572 32 6 S2 0 15.329 3236.559 1411.012 3236.559 9.999+2.294 33 6 S3 0 1.319 3220.802 1259.248 3220.802 9.999+2.558 34 6 S4 0 2.229 3220.716 1259.575 3220.716 9.999+2.557 35 6 S5 0 17.265 3237.239 1412.248 3237.239 9.999+2.292 36 6 S6 0 237.445 2990.937 832.626 2990.937 9.999+3.592 37 7 S1 0 120.075 2729.552 375.906 2729.552 9.999+7.261 38 7 S2 0 17.084 2768.516 453.549 2768.516 9.999+6.104 39 7 S3 0 2.731 2664.979 199.648 2664.979 9.999+9.999+ 40 7 S4 0 3.271 2668.406 212.484 2668.406 9.999+9.999+ 41 7 S5 0 1.503 2663.717 235.686 2663.717 9.999+9.999+ RISAFoundation Version 10.0.1 Page 10 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Slab Sliding Safety Factors (Continued) LC Slab Angle[deg] Va-xx[lb] Vr-xx[lb] Va-zz[lb] Vr-zz[lb] SR-xx SR-zz 42 7 S6 0 94.562 2601.808 139.653 2601.808 9.999+9.999+ 43 8 S1 0 18.617 2308.564 369.999 2308.564 9.999+6.239 44 8 S2 0 12.923 2370.513 398.123 2370.513 9.999+5.954 45 8 S3 0 2.309 2447.779 198.101 2447.779 9.999+9.999+ 46 8 S4 0 2.918 2443.323 212.947 2443.323 9.999+9.999+ 47 8 S5 0 5.898 2447.611 235.584 2447.611 9.999+9.999+ 48 8 S6 0 3.938 2431.406 139.669 2431.406 9.999+9.999+ 49 9 S1 0 5.695 2403.877 630.973 2403.877 9.999+3.81 50 9 S2 0 .617 2402.885 1063.145 2402.885 9.999+2.26 51 9 S3 0 .162 2402.472 947.844 2402.472 9.999+2.535 52 9 S4 0 .869 2402.466 948.387 2402.466 9.999+2.533 53 9 S5 0 .367 2402.862 1063.88 2402.862 9.999+2.259 54 9 S6 0 5.591 2403.86 626.84 2403.86 9.999+3.835 55 10 S1 0 4.103 2451.191 528.705 2451.191 9.999+4.636 56 10 S2 0 7.644 2498.202 892.035 2498.202 9.999+2.801 57 10 S3 0 .231 2481.755 794.111 2481.755 9.999+3.125 58 10 S4 0 1.07 2481.754 794.934 2481.754 9.999+3.122 59 10 S5 0 8.787 2498.214 892.409 2498.214 9.999+2.799 60 10 S6 0 3.709 2450.844 525.317 2450.844 9.999+4.665 61 11 S1 0 343.072 3204.441 736.135 3204.441 9.34 4.353 62 11 S2 0 9.196 3488.701 1240.335 3488.701 9.999+2.813 63 11 S3 0 2.497 3490.595 1105.818 3490.595 9.999+3.157 64 11 S4 0 3.82 3490.458 1106.451 3490.458 9.999+3.155 65 11 S5 0 11.338 3489.639 1241.193 3489.639 9.999+2.812 66 11 S6 0 344.946 3199.808 731.313 3199.808 9.276 4.375 67 12 S1 0 295.967 3131.395 628.648 3131.395 9.999+4.981 68 12 S2 0 14.473 3414.651 1058.259 3414.651 9.999+3.227 69 12 S3 0 2.229 3403.342 944.436 3403.342 9.999+3.604 70 12 S4 0 3.902 3403.228 944.681 3403.228 9.999+3.603 71 12 S5 0 16.581 3415.484 1059.186 3415.484 9.999+3.225 72 12 S6 0 297.828 3127.138 624.469 3127.138 9.999+5.008 73 13 S1 0 209.095 2932.742 281.93 2932.742 9.999+9.999+ 74 13 S2 0 15.789 3063.619 340.161 3063.619 9.999+9.006 75 13 S3 0 3.288 2986.475 149.736 2986.475 9.999+9.999+ 76 13 S4 0 .222 2988.995 159.363 2988.995 9.999+9.999+ 77 13 S5 0 2.505 2985.342 176.764 2985.342 9.999+9.999+ 78 13 S6 0 190.666 2835.291 104.74 2835.291 9.999+9.999+ 79 14 S1 0 105.076 2617.002 277.499 2617.002 9.999+9.431 80 14 S2 0 6.716 2765.117 298.593 2765.117 9.999+9.261 81 14 S3 0 .492 2823.575 148.576 2823.575 9.999+9.999+ 82 14 S4 0 4.42 2820.184 159.71 2820.184 9.999+9.999+ 83 14 S5 0 8.056 2823.263 176.688 2823.263 9.999+9.999+ 84 14 S6 0 122.698 2707.49 104.752 2707.49 9.999+9.999+ 85 15 S1 0 185.637 1017.576 841.297 1017.576 5.482 1.21 86 15 S2 0 5.291 865.245 1417.526 865.245 9.999+.61 87 15 S3 0 1.437 863.94 1263.792 863.94 9.999+.684 88 15 S4 0 1.816 864.007 1264.516 864.007 9.999+.683 89 15 S5 0 5.312 864.732 1418.507 864.732 9.999+.61 90 15 S6 0 186.554 1020.014 835.786 1020.014 5.468 1.22 91 16 S1 0 183.514 1080.662 704.94 1080.662 5.889 1.533 92 16 S2 0 5.725 992.334 1189.38 992.334 9.999+.834 93 16 S3 0 1.345 969.65 1058.815 969.65 9.999+.916 94 16 S4 0 1.548 969.724 1059.912 969.724 9.999+.915 95 16 S5 0 5.913 991.868 1189.879 991.868 9.999+.834 96 16 S6 0 184.045 1082.659 700.422 1082.659 5.883 1.546 97 17 S1 0 279.385 2084.995 981.514 2084.995 7.463 2.124 98 17 S2 0 7.794 2312.999 1653.781 2312.999 9.999+1.399 RISAFoundation Version 10.0.1 Page 11 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:47 AMDesigner : STB Job Number : U2716.097.191 Checked By: JSP Model Name : Ground Mount Slab Sliding Safety Factors (Continued) LC Slab Angle[deg] Va-xx[lb] Vr-xx[lb] Va-zz[lb] Vr-zz[lb] SR-xx SR-zz 99 17 S3 0 1.677 2314.769 1474.424 2314.769 9.999+1.57 100 17 S4 0 2.118 2314.663 1475.268 2314.663 9.999+1.569 101 17 S5 0 9.315 2313.767 1654.925 2313.767 9.999+1.398 102 17 S6 0 280.828 2081.279 975.084 2081.279 7.411 2.134 103 18 S1 0 216.579 1987.602 838.197 1987.602 9.177 2.371 104 18 S2 0 14.83 2214.266 1411.012 2214.266 9.999+1.569 105 18 S3 0 1.319 2198.433 1259.248 2198.433 9.999+1.746 106 18 S4 0 2.229 2198.356 1259.575 2198.356 9.999+1.745 107 18 S5 0 16.306 2214.894 1412.248 2214.894 9.999+1.568 108 18 S6 0 218.005 1984.384 832.626 1984.384 9.102 2.383 109 19 S1 0 100.749 1722.731 375.906 1722.731 9.999+4.583 110 19 S2 0 16.585 1746.223 453.549 1746.223 9.999+3.85 111 19 S3 0 2.731 1642.61 199.648 1642.61 9.999+8.228 112 19 S4 0 3.271 1646.045 212.484 1646.045 9.999+7.747 113 19 S5 0 2.462 1641.372 235.686 1641.372 9.999+6.964 114 19 S6 0 75.122 1595.256 139.653 1595.256 9.999+9.999+ 115 20 S1 0 37.943 1301.743 369.999 1301.743 9.999+3.518 116 20 S2 0 13.422 1348.22 398.123 1348.22 9.999+3.386 117 20 S3 0 2.309 1425.41 198.101 1425.41 9.999+7.195 118 20 S4 0 2.918 1420.963 212.947 1420.963 9.999+6.673 119 20 S5 0 4.939 1425.266 235.584 1425.266 9.999+6.05 120 20 S6 0 15.503 1424.854 139.669 1424.854 9.999+9.999+ Envelope Slab Soil Pressures Label UC LC Soil Pressure[psf] Allowable Bearing[psf] Point 1 S1 .405 5 607.583 1500 N1 2 S2 .482 5 722.419 1500 N16 3 S3 .476 5 714.522 1500 N20 4 S4 .476 5 714.672 1500 N24 5 S5 .482 5 722.734 1500 N28 6 S6 .404 5 605.988 1500 N34 RISAFoundation Version 10.0.1 Page 12 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company:Date:5/14/2018 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.375 Effective Embedment depth, hef (inch): 4.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 5.25 cac (inch): 7.12 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V:1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.75 x 4.75 x 0.31 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 3/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:5/14/2018 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 4000 Vuax [lb]: 525 Vuay [lb]: -2850 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:5/14/2018 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:5/14/2018 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 1000.01 131.3 724.5-712.5 1000.02 131.3 724.5-712.5 1000.03 131.3 724.5-712.5 1000.04 131.3 724.5-712.5 525.0 -2850.0Sum4000.0 2898.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4.Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 4525 0.75 3394 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb =kc a f’chef1.5 (Eq. 17.4.2.2a) kc a f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 4.000 6800 Ncbg =(ANc /ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) A Nc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 240.25 144.00 7.25 1.000 1.000 1.00 1.000 6800 0.65 7374 6.Adhesive Strength of Anchor in Tension (Sec. 17.4.5) k,cr =k,crfshort-termKsat(f’c /2,500)n k,cr (psi)fshort-term Ksat f’c (psi)n k,cr (psi) 1346 1.00 1.00 2500 0.24 1346 Nba =a cr dahef (Eq. 17.4.5.2) a cr (psi)da (in)hef (in)Nba (lb) 1.00 1346 0.38 4.000 6343 Nag =(ANa /ANa0)ec,Na ed,Na cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)ec,Na ed,Na cp,Na Nba(lb)Nag (lb) 198.45 112.09 5.29 7.25 1.000 1.000 1.000 6343 0.55 6176 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:5/14/2018 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 8.Steel Strength of Anchor in Shear (Sec. 17.5.1) V sa (lb)grout grout Vsa (lb) 2715 1.0 0.65 1765 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx =min|7(le /da)0.2 da a f’cca11.5;9 a f’cca11.5|(Eq.17.5.2.2a&Eq.17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 3.00 0.375 1.00 2500 13.75 16564 V cbgx =(AVc /AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) A Vc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb) 647.11 850.78 1.000 0.805 1.000 1.000 16564 0.70 7103 Shear perpendicular to edge in y-direction: Vby =min|7(le /da)0.2 da a f’cca11.5;9 a f’cca11.5|(Eq.17.5.2.2a&Eq.17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 3.00 0.375 1.00 2500 10.75 11450 V cbgy =(AVc /AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b) A Vc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 387.00 520.03 1.000 0.891 1.000 1.000 11450 0.70 5313 Shear parallel to edge in x-direction: Vby =min|7(le /da)0.2 da a f’cca11.5;9 a f’cca11.5|(Eq.17.5.2.2a&Eq.17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 3.00 0.375 1.00 2500 7.25 6342 V cbgx =(2)(AVc /AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) A Vc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb) 261.00 236.53 1.000 1.000 1.000 1.000 6342 0.70 9797 Shear parallel to edge in y-direction: Vbx =min|7(le /da)0.2 da a f’cca11.5;9 a f’cca11.5|(Eq.17.5.2.2a&Eq.17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 3.00 0.375 1.00 2500 10.25 10661 V cbgy =(2)(AVc /AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) A Vc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb) 401.67 472.78 1.000 1.000 1.000 1.000 10661 0.70 12680 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) V cpg =min|kcpNag ;kcpNcbg|=min|kcp(ANa /ANa0)ec,Na ed,Na cp,NaNba ;kcp(ANc /ANco)ec,N ed,N c,N cp,NNb|(Sec.17.3.1&Eq.17.5.3.1b) kcp ANa (in2)ANa0 (in2)ed,Na ec,Na cp,Na Nba (lb)Na (lb) 2.0 198.45 112.09 1.000 1.000 1.000 6343 11230 A Nc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Ncb (lb) 240.25 144.00 1.000 1.000 1.000 1.000 6800 11345 0.70 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:5/14/2018 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6703.0 V cpg (lb) 15722 11. Results Interaction of Tensile and Shear Forces (Sec. R17.6) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1000 3394 0.29 Pass Concrete breakout 4000 7374 0.54 Pass Adhesive 4000 6176 0.65 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 724 1765 0.41 Pass T Concrete breakout x+ 525 7103 0.07 Pass T Concrete breakout y- 2850 5313 0.54 Pass || Concrete breakout y- 263 9797 0.03 Pass || Concrete breakout x- 1425 12680 0.11 Pass Concrete breakout, combined --0.54 Pass (Governs) Pryout 2898 15722 0.18 Pass Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Combined Ratio Permissible Status Sec. R17.6 0.48 0.36 84.5%1.0 Pass SET-3G w/ 3/8"Ø F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. 12. Warnings -Designermustexerciseownjudgementtodetermineifthisdesignissuitable. -Refertomanufacturer’sproductliteratureforholecleaningandinstallationinstructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. JOB NO.:U2716-094-191 DESIGNED:STB Framing Analysis Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 3 June 7, 2019 at 3:55 PM USA B1 GM v3.r3d M5 M6 M13 M14 M15 M19 M1 4 A M1 5 A M 16 M8 0 M8 1 M82 M5 0 M5 1 M52 M5 6 A M5 7 A M58A M6 8 M6 9 M70 M68A M69A M70A M71 M3 3 M3 4 M 35 M3 6 M3 7 M 38 M3 9 M4 0 M 41 M4 2 M4 3 M 44 M4 5 M4 6 M 47 M4 8 M4 9 M 50 A M5 1 A M5 2 A M 53 M5 4 M5 5 M 56 M5 7 M5 8 M 59 M6 0 M6 1 M 62 M6 3 M6 4 M 65 M6 6 M6 7 M 68 B M6 9 B M7 0 B M 71 A M6 6 A M6 7 A M68C M 6 9 C M6 9 D M7 0 C M 71 B M7 2 M7 3 M 74 Y XZ Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 4 June 7, 2019 at 3:55 PM USA B1 GM v3.r3d Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 Pipe 2.5 A21168 Pipe 2.5 A21168 HSS2x1.5x2RT1.5x2x0.15625 H R 250_A L A Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 HSS2x1.5x2 Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 HSS2x1.5x2 Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 HSS2x1.5x2 Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 HSS2x1.5x2 Pipe 2.5 A21168 Pipe 2.5 A21168 Pipe 2.5 A21168 Pipe 2.5 A21168 H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A H R 250_A L A Pi p e 2 . 0 A 2 1 1 6 5 Pi p e 2 . 0 A 2 1 1 6 5 HSS2x1.5x2 R T 1 . 5 x 2 x 0 . 1 5 6 2 5 H R 250_A L A H R 250_A L A Y XZ Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 5 June 7, 2019 at 3:55 PM USA B1 GM v3.r3d -3psf Y XZ Loads: BLC 2, Solar Panel Weight Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 1 July 25, 2019 at 4:26 PM USA B1 GM v4.r3d -11.258psf Y XZ Loads: BLC 3, Roof Live/Snow Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 7 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d -31.2psf -31.2psf Y XZ Loads: BLC 4, Wind A 0 deg Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 8 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d -43.3psf -8.7psf Y XZ Loads: BLC 5, Wind B 0 deg Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 9 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d 36.4psf 36.4psf Y XZ Loads: BLC 6, Wind A 180 deg Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 10 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d 17.3psf 45.1psf Y XZ Loads: BLC 7, Wind B 180 deg Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 13 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d 13.9psf 10.4psf 5.2psf Y XZ Loads: BLC 8, Wind A 90 Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 12 June 7, 2019 at 3:56 PM USA B1 GM v3.r3d -13.9psf -8.7psf -5.2psf Y XZ Loads: BLC 9, Wind B 90 Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 2 July 25, 2019 at 4:26 PM USA B1 GM v4.r3d .6 4 .6 4 .6 4 .51 .62 .29.83 NC .62 .4 9 .83 .85 .62 .7 2 NC .85 .83 .84 .4 9 .62NC .85 .62 .84 .76 .7 2 NC NC .84 .84 .76 .85 .62 NC .76 .97 .62 NC .2 0 .85 .62 .97 .6 8 .76 .72 NC .2 0 .85 NC .97.85 .76 .72 .83 NC .6 8 .76 .76 NC .76.83 .72 .76 .96 NC .72 NC .76 .1 9 .96 .83 .6 8 .72 NC .83 .1 9 .96 .76 NC .83 .72 .76 .6 8 .76 NC NC .72 .76 .76 .76.83 .71 NC .76.83 .96 .71 NC .1 9 .7 2 .71 .86 .96 .76 .1 9 .86 NC NC .96 .76 .86 .71 .7 2 NC .76 .76 NC .84.86 .71 .76 .97 NC .71 NC .2 0 .76 .97 .86 .6 4 .71 .2 0 .86 NC .6 4 .97 .76 NC .86 .71 . 2 9 .76 .83 NC .71 NC .6 4 .51 .76 .83.86 .71 NC .83 .84 .71 .5 0 NC .86 .71 .84 .5 0 .86 NC .84 .86 Y XZ Code Check ( Env ) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Member Code Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineeri... STB U2716.094.191 Ground Mount SK - 3 July 25, 2019 at 4:26 PM USA B1 GM v4.r3d .1 6 .1 6 .1 6 .12 .19 .01.09 NC .19 .1 6 .09 .18 .19 .2 6 NC .18 .09 .10 .1 6 .19NC .18 .19 .10 .09 .2 6 NC NC .10 .01 .09 .18 .19 NC .09 .08 .19 NC .2 5 .18 .19 .08 .2 3 .08 .18 NC .2 5 .18 NC .08.18 .08 .18 .16 NC .2 3 .08 .08 NC .01.16 .18 .08 .08 NC .18 NC .08 .2 2 .08 .16 .2 3 .18 NC .16 .2 2 .08 .08 NC .16 .18 .08 .2 3 .08 NC NC .18 .08 .01 .08.16 .18 NC .08.16 .08 .18 NC .2 2 .2 6 .18 .18 .08 .08 .2 2 .18 NC NC .08 .08 .18 .18 .2 6 NC .08 .08 NC .01.18 .18 .08 .08 NC .18 NC .2 5 .08 .08 .18 .1 6 .18 .2 5 .18 NC .1 6 .08 .09 NC .18 .18 . 0 1 .09 .10 NC .18 NC .1 6 .12 .09 .10.18 .18 NC .10 .09 .18 .1 6 NC .18 .18 .09 .1 6 .18 NC .09 .18 Y XZ Shear Check ( Env ) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Member Shear Checks Displayed (Enveloped) Envelope Only Solution Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (in/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 386.4 24 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code AISC 14th(360-10): ASD Yes(Iterative) AISC 14th(360-10): ASD AISI S100-16: ASD AWC NDS-15: ASD < 100F ACI 318-14 ACI 530-13: ASD AA ADM1-15: ASD - Building AISC 14th(360-10): ASD Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 16.0.1 Page 1 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (in) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-10 15600 Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[lb/ft^3] Yield[psi]Ry Fu[psi] Rt 1 A992 29000 11154 .3 .65 490 50000 1.1 65000 1.1 2 A36 Gr.36 29000 11154 .3 .65 490 36000 1.5 58000 1.2 3 A572 Gr.50 29000 11154 .3 .65 490 50000 1.1 65000 1.1 4 A500 Gr.B R...29000 11154 .3 .65 527 42000 1.4 58000 1.3 5 A500 Gr.B Re...29000 11154 .3 .65 527 46000 1.4 58000 1.3 6 A53 Gr.B 29000 11154 .3 .65 490 35000 1.6 60000 1.2 7 A1085 29000 11154 .3 .65 490 50000 1.4 65000 1.3 Aluminum Properties Label E [ksi] G [ksi] Nu Therm (...Density[... Table B.4 kt Ftu[psi] Fty[psi] Fcy[psi] Fsu[psi] Ct 1 3003-H14 10100 3787.5 .33 1.3 172.8 Table B.4-1 1 19000 16000 13000 12000 141 2 6061-T6 10100 3787.5 .33 1.3 172.8 Table B.4-2 1 38000 35000 35000 24000 141 3 6063-T5 10100 3787.5 .33 1.3 172.8 Table B.4-2 1 22000 16000 16000 13000 141 4 6063-T6 10100 3787.5 .33 1.3 172.8 Table B.4-2 1 30000 25000 25000 19000 141 5 5052-H34 10200 3787.5 .33 1.3 172.8 Table B.4-1 1 34000 26000 24000 20000 141 6 6061-T6 W 10100 3787.5 .33 1.3 172.8 Table B.4-1 1 24000 15000 15000 15000 141 7 6005-T5 10100 3787.5 .33 1.3 172.8 Table B.4-1 1 38000 35000 35000 24000 141 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A [in2] Iyy [in4] Izz [in4] J [in4] 1 Post Pipe 2.0 A21165 Column Pipe A572 Gr.50 Typical .776 .499 .499 .998 2 Cross Beam Pipe 2.5 A21168 Beam Wide Flange A572 Gr.50 Typical .947 .907 .907 1.814 3 Diagonal Brace 1.5x1.5x0.083 Beam Wide Flange A36 Gr.36 Typical .47 .158 .158 .236 RISA-3D Version 16.0.1 Page 2 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount Aluminum Section Sets Label Shape Type Design List Material Design R... A [in2] Iyy [in4] Izz [in4] J [in4] 1 AL Posts 2.375ODX0.188 Column Pipe 6005-T5 Typical 1.29 .778 .778 1.54 2 AL Brace RT1.5x2x0.15625 VBrace Rectangular Tubes 6005-T5 Typical .996 .327 .524 .602 3 AL Rails HR250_ALA Beam Rectangular Tubes 6005-T5 Typical .723 .095 .486 .261 4 AL Cross Beam Cross Rail Beam Rectangular Tubes 6005-T5 Typical 1.909 1.97 4.366 4.017 Member Area Loads (BLC 2 : Solar Panel Weight) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N199 N196 Y A-B -3 Member Area Loads (BLC 3 : Roof Live/Snow) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N199 N196 PY A-B -13 Member Area Loads (BLC 4 : Wind A 0 deg) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N201 N198 Perp A-B -31.2 2 N198 N201 N199 N196 Perp A-B -31.2 Member Area Loads (BLC 5 : Wind B 0 deg) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N201 N198 Perp A-B -43.3 2 N198 N201 N199 N196 Perp A-B -8.7 Member Area Loads (BLC 6 : Wind A 180 deg) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N201 N198 Perp A-B 36.4 2 N198 N201 N199 N196 Perp A-B 36.4 Member Area Loads (BLC 7 : Wind B 180 deg) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N200 N201 N198 Perp A-B 17.3 2 N198 N201 N199 N196 Perp A-B 45.1 Member Area Loads (BLC 8 : Wind A 90) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N203 N202 N196 Perp A-B 13.9 2 N203 N209 N208 N202 Perp A-B 10.4 3 N209 N200 N199 N208 Perp A-B 5.2 Member Area Loads (BLC 9 : Wind B 90) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N197 N203 N202 N196 Perp A-B -13.9 2 N203 N209 N208 N202 Perp A-B -8.7 3 N209 N200 N199 N208 Perp A-B -5.2 Basic Load Cases BLC Description Category X GravityY GravityZ Gravity Joint Point Distributed Area(M...Surface... 1 Self Weight DL -1.05 2 Solar Panel Weight DL 1 RISA-3D Version 16.0.1 Page 3 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount Basic Load Cases (Continued) BLC Description Category X GravityY GravityZ Gravity Joint Point Distributed Area(M...Surface... 3 Roof Live/Snow RLL 1 4 Wind A 0 deg OL1 2 5 Wind B 0 deg OL2 2 6 Wind A 180 deg OL3 2 7 Wind B 180 deg OL4 2 8 Wind A 90 OL5 3 9 Wind B 90 OL6 3 10 BLC 2 Transient Area ...None 36 11 BLC 3 Transient Area ...None 36 12 BLC 4 Transient Area ...None 128 13 BLC 5 Transient Area ...None 128 14 BLC 6 Transient Area ...None 128 15 BLC 7 Transient Area ...None 128 16 BLC 8 Transient Area ...None 104 17 BLC 9 Transient Area ...None 104 Load Combinations Description S...PD...SRSS BLC Fa... BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B... Fa...B... Fa...B... Fa...B... Fa... 1 1.0 D Yes Y DL 1 2 1.0 D + 1.0 S Yes Y DL 1 RLL 1 3 1.0 D + 0.6 W1 Yes Y DL 1 RLL OL1 .6 4 1.0 D + 0.6 W2 Yes Y DL 1 RLL OL2 .6 5 1.0 D + 0.6 W3 Yes Y DL 1 RLL OL3 .6 6 1.0 D + 0.6 W4 Yes Y DL 1 RLL OL4 .6 7 1.0 D + 0.6 W5 Yes Y DL 1 RLL OL5 .6 8 1.0 D + 0.6 W6 Yes Y DL 1 RLL OL6 .6 9 1.0 D + 0.45 W1 + 0....Yes Y DL 1 RLL .75 OL1 .45 10 1.0 D + 0.45 W2 + 0....Yes Y DL 1 RLL .75 OL2 .45 11 1.0 D + 0.45 W3 + 0....Yes Y DL 1 RLL .75 OL3 .45 12 1.0 D + 0.45 W4 + 0....Yes Y DL 1 RLL .75 OL4 .45 13 1.0 D + 0.45 W5 + 0....Yes Y DL 1 RLL .75 OL5 .45 14 1.0 D + 0.45 W6 + 0....Yes Y DL 1 RLL .75 OL6 .45 15 0.6 D + 0.6 W1 Yes Y DL .6 RLL OL1 .6 16 0.6 D + 0.6 W2 Yes Y DL .6 RLL OL2 .6 17 0.6 D + 0.6 W3 Yes Y DL .6 RLL OL3 .6 18 0.6 D + 0.6 W4 Yes Y DL .6 RLL OL4 .6 19 0.6 D + 0.6 W5 Yes Y DL .6 RLL OL5 .6 20 0.6 D + 0.6 W6 Yes Y DL .6 RLL OL6 .6 Envelope Joint Reactions Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft]LC MY [lb-ft] LC MZ [lb-ft]LC 1 N2 max 135.71 12 952.797 12 35.423 3 0 1 0 1 0 1 2 min -69.516 15 61.575 15 -42.323 5 0 1 0 1 0 1 3 N1 max 211.761 11 2080.7 5 1024.1...5 0 1 0 1 0 1 4 min -167.355 16 -1715.795 16 -876.683 3 0 1 0 1 0 1 5 N132 max 6.735 16 2920.185 5 1710.5...5 0 1 0 1 0 1 6 min -7.431 11 -2400.575 16 -1465....3 0 1 0 1 0 1 7 N133 max 22.057 12 1529.773 10 47.007 3 0 1 0 1 0 1 8 min -10.519 15 135.951 17 -55.681 5 0 1 0 1 0 1 9 N109 max 7.297 11 2917.243 5 1709.3...5 0 1 0 1 0 1 10 min -6.963 16 -2399.03 16 -1464....3 0 1 0 1 0 1 11 N110A max 10.038 15 1529.148 10 47.032 3 0 1 0 1 0 1 12 min -20.972 12 135.663 17 -55.712 5 0 1 0 1 0 1 13 N121 max 4.15 16 2861.852 5 1530.0...5 0 1 0 1 0 1 RISA-3D Version 16.0.1 Page 4 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount Envelope Joint Reactions (Continued) Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft]LC MY [lb-ft] LC MZ [lb-ft]LC 14 min -4.724 11 -2379.431 16 -1310....3 0 1 0 1 0 1 15 N122 max 2.438 17 1402.928 10 46.734 3 0 1 0 1 0 1 16 min -3.166 10 146.323 15 -55.764 5 0 1 0 1 0 1 17 N133B max 4.409 11 2862.326 5 1530.8...5 0 1 0 1 0 1 18 min -4.321 16 -2380.654 16 -1311....3 0 1 0 1 0 1 19 N134B max 3.347 10 1403.922 10 46.761 3 0 1 0 1 0 1 20 min -1.807 19 147.379 15 -55.785 5 0 1 0 1 0 1 21 N137C max 167.486 16 2068.283 5 1017.4...5 0 1 0 1 0 1 22 min -211.898 11 -1706.119 16 -871.046 3 0 1 0 1 0 1 23 N138B max 70.387 15 947.043 12 35.284 3 0 1 0 1 0 1 24 min -137.176 12 61.204 15 -42.154 5 0 1 0 1 0 1 25 Totals:max .028 8 20164.654 11 8215.0...17 26 min -.034 7 -10310.111 15 -7041....3 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[in]LC Shear ...Loc[in]Dir LC Pnc/om [...Pnt/om [lb]Mnyy/om...Mnzz/om...Cb Eqn 1 M5 Pipe 2.0 A2....492 53.334 12 .164 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 2 M6 Pipe 2.0 A2....641 32.11 11 .158 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 3 M13 Pipe 2.5 A2....852 148....12 .182 148....5 9469.68 28358.413 2081.747 2081.747 1....H1-1b 4 M14 Pipe 2.5 A2....617 148....11 .186 148....5 11641.03628358.413 2081.747 2081.747 2....H1-1b 5 M15 1.5x1.5x0.083 .513 49.709 5 .124 97.388 y 11 2503.517 10141.308 449.583 449.583 1....H1-1a 6 M80 Pipe 2.0 A2....200 51.667 5 .251 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 7 M81 Pipe 2.0 A2....720 3.211 5 .261 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 8 M82 1.5x1.5x0.083 .843 49.709 5 .010 97.388 y 13 2503.517 10141.308 449.583 449.583 1....H1-1a 9 M50 Pipe 2.0 A2....199 51.667 5 .251 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 10 M51 Pipe 2.0 A2....719 3.211 5 .260 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 11 M52 1.5x1.5x0.083 .842 49.709 5 .011 0 y 14 2503.517 10141.308 449.583 449.583 1....H1-1a 12 M56A Pipe 2.0 A2....191 51.667 5 .223 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 13 M57A Pipe 2.0 A2....679 3.211 5 .233 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 14 M58A 1.5x1.5x0.083 .755 49.709 5 .008 97.388 y 13 2503.517 10141.308 449.583 449.583 1....H1-1a 15 M68 Pipe 2.0 A2....191 51.667 5 .223 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 16 M69 Pipe 2.0 A2....679 3.211 5 .233 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 17 M70 1.5x1.5x0.083 .756 49.709 5 .008 97.388 y 14 2503.517 10141.308 449.583 449.583 1....H1-1a 18 M68A Pipe 2.5 A2....826 88.125 12 .164 86.25 12 11641.03628358.413 2081.747 2081.747 1....H1-1b 19 M69A Pipe 2.5 A2....856 147.8 12 .180 147.8 5 11641.03628358.413 2081.747 2081.747 1....H1-1b 20 M70A Pipe 2.5 A2....725 88.125 11 .178 86.25 11 11641.03628358.413 2081.747 2081.747 1....H1-1b 21 M71 Pipe 2.5 A2....711 27.713 11 .185 147.8 5 11641.03628358.413 2081.747 2081.747 1....H1-1b 22 M66A Pipe 2.0 A2....496 53.334 12 .163 51.667 5 16814.60823232.186 1397.505 1397.505 1....H1-1b 23 M67A Pipe 2.0 A2....639 32.11 11 .157 0 5 7106.531 23232.186 1397.505 1397.505 1....H1-1a 24 M68C 1.5x1.5x0.083 .510 49.709 5 .124 0 y 11 2503.517 10141.308 449.583 449.583 1....H1-1a Envelope AA ADM1-15: ASD - Building Aluminum Code Checks Member Shape Code C...Loc[in] LC Shear ... Loc[in] Dir LC Pnc/O... Pnt/Om...Mny/O... Mnz/O... Vny/O... Vnz/O... Cb Eqn 1 M19 RT1.5x2x....289 47.124 11 .011 0 z 11 2665.885 19411....770.742 927.083 6090.1994101.563 1....H.1-1 2 M16 HR250_A....833 36.144 12 .088 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 3 M35 HR250_A....844 87.778 11 .097 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 4 M38 HR250_A....763 36.144 12 .090 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 5 M41 HR250_A....971 89.499 16 .082 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 6 M44 HR250_A....763 36.144 12 .082 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 7 M47 HR250_A....763 36.144 12 .080 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 8 M50A HR250_A....958 89.499 16 .077 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 9 M53 HR250_A....763 36.144 12 .083 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 10 M56 HR250_A....763 36.144 12 .083 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 11 M59 HR250_A....959 89.499 16 .077 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 RISA-3D Version 16.0.1 Page 5 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] Company : Vector Structural Engineering July 29, 2019 10:48 AMDesigner : STB Job Number : U2716.097.191 Checked By:_____ Model Name : Ground Mount Envelope AA ADM1-15: ASD - Building Aluminum Code Checks (Continued) Member Shape Code C...Loc[in] LC Shear ... Loc[in] Dir LC Pnc/O... Pnt/Om...Mny/O... Mnz/O... Vny/O... Vnz/O... Cb Eqn 12 M62 HR250_A....763 36.144 12 .081 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 13 M65 HR250_A....763 36.144 12 .082 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 14 M68B HR250_A....974 89.499 16 .082 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 15 M71A HR250_A....763 36.144 12 .090 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 16 M69C RT1.5x2x....287 47.196 11 .011 0 z 12 2657.816 19411....770.742 927.083 6090.1994101.563 1....H.1-1 17 M71B HR250_A....833 87.778 11 .097 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 18 M74 HR250_A....837 36.144 12 .088 37.865 y 12 2221.164 14089....309.506 613.954 5108.7271672.364 1 H.1-1 RISA-3D Version 16.0.1 Page 6 [\...\...\...\...\...\...\ENG\Risa\USA B3 GM v4.r3d] 1 1 2 2 3 3 4 4 A A B B Sunmodo Corp. DRAWING NUMBER Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10268-001LWF 2" PIPE BASE KIT 1 1 1905 E 5TH STREET, STE A, VANCOUVER, WA 98661 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 10/20/2016 SEE NOTES 12" PIPE BASE A21120-0012 3HEX CAP SCREW 3/8-16 X 5/8B15018-0111 QTYDESCRIPTIONPART NUMBERITEM NOTES: UNLESS OTHERWISE SPECIFIED 1. DIMENSIONS SHOWN ARE INCHES [MILIMETERS].1 2 REVISIONS REV DESCRIPTION BY DATE A INITIAL RELEASE LWF 10/20/2016 Section properties: Weight: 1.156 Ibs/ft Area: 0.992 in^2 Perimeter: 12.601 in Bounding Box: X: -1.000,1.000 Y: -0.750, 0.750 Centroid:(0.000,0.000) Moments of Inertia(in^4): Ix=0.506,Iy=0.322 Section modulus in bending(in^3): Wx=0.675,Wy=0.322 Radii of Gyration: X: 0.714, Y: 0.570 NONE SEE NOTESMATERIAL Third Angle Projection: Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] Break all sharp edges .010-.020 unless otherwise specified. GENERAL SPECIFICATIONS DRAWN BY CHECKED BY APPROVALS zcg DATE 03/12/2014 TITLE 1.5X2 AL TUBE BRACE EXTRUSION DRAWING NUMBER SCALE: B SHEET of1 1 1905 E 5TH STREET, SUITE A, VANCOUVER, WA 98661 Sunmodo Corp. A20164 NOTES: UNLESS OTHERWISE SPECIFIED 1. DIMENSIONS SHOWN ARE INCHES [MILIMETERS]. 2. MATERAIL: ALUMINUM 6005-T5. FINISH: CLEAR ANODIZED 10 ųm THICK. 3. THE UNSPECIFIED DIMENSIONS ARE SPECIFIED BY 2D CAD FILE. 1. 0 0.75 1.5 2. 0 $$''('%27720&+$11(/ &+$1*('21(&+$11(/72]FJ 5(9,6,216 '(6&5,37215(9 %<'$7( 6HFWLRQSURSHUWLHV :HLJKW ,EVIW $UHD LQA 3HULPHWHU LQ %RXQGLQJ%R[ ; < &HQWURLG 0RPHQWVRI,QFHUWLD LQA ,[ ,\ 6HFWLRQPRGXOXVLQEHQGLQJ LQA :[ :\ 5DGLLRI*\UDWLRQ ; < 121( 6((127(60$7(5,$/ 7KLUG$QJOH3URMHFWLRQ 7ROHUDQFHV ;;;;±>PP@ ;;;±>PP@ ;;± >PP@ 8QOHVV RWKHUZLVHVSHF G $OO'LPHQVLRQVLQLQFKHV>PLOOLPHWHUV@ %UHDNDOOVKDUSHGJHV XQOHVV RWKHUZLVHVSHFLILHG *(1(5$/63(&,),&$7,216 '5$:1%< &+(&.('%< $33529$/6 ]FJ '$7( 7,7/( +(/,267$1'$5'5$,/ '5$:,1*180%(5 6&$/( % 6+((7 RI (7+675((768,7($9$1&289(5:$ Sunmodo Corp. $ 127(6 81/(6627+(5:,6(63(&,),(' ',0(16,2166+2:1$5(,1&+(6>0,/,0(7(56@ 0$7(5$,/ $/80,1807 ),1,6+ &/($5$12',=('ųP7+,&. 7+(8163(&,),('',0(16,216$5(63(&,),('%<'&$'),/( ;%2/76/27 % 2 / 7 6 / 27 $$ B � A 4 I NOTES: UNLESS OTHERWISE SPECIFIED 1.DIMENSIONS SHOWN ARE INCHES [MILIMETERS]. 2.MATERIAL: 6005-TS. FINISH: CLEAR ANODIZED 10um THICK. 3.THE UNSPECIFIED RADII ARE .02" MAX. 4.THE UNSPECIFIED DIMENSIONS ARE SPECIFIED BY 2D CAD FILE. Section properties: Weight: 0.862 lbs/ft Area: 0. 736 inA2 Perimeter: 19.824 in Bounding Box: X: -0. 709,0. 709 Y: -1.362, 1.388 Centroid:(0.000,0.000) Moments of lncertia(inA4): lx=0.727,ly=0.214 Section modulus in bending(inA3): Wx =0.524,Wy =0.302 Radii of Gyration: X: 994, Y: 0.539 4 I 3 71 11 I I 0 LO --I I'--N . N CD I I n -� �-. � i--t-0.709 -1.417- THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP. 3 � 2 MATERIAL SEE NOTES Third Angle Projection: @ -E:3- GENERAL SPECIFICATIONS All Dimensions in inches [millimeters] Tolerances I 1 B A SunModo Corp. 14800 NE 65TH STREET, VANCOUVER WA 98682 X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1 .0mm] Unless otherwise spec'd �1e;\�6s�:i�:dges i-T-ITL_E _________________ _ otherwise specified. RAIL, HR3QQ (SUNRAY), EXTRUSION DRAWN BY DATE 01/18/2018 CHECKED BY B I DRAWING NUMBER A20288 APPROVALS SCALE: NONE I SHEET 1 of 1 2 I 1 NONE SEE NOTES NOTES: UNLESS OTHERWISE SPECIFIED 1. DIMENSIONS SHOWN ARE INCHES [MILIMETERS]. 2. MATERAIL: ALUMINUM 6005-T5. FINISH: CLEAR ANODIZED 15 ųm THICK. 3. THE UNSPECIFIED DIMENSIONS ARE SPECIFIED BY 2D CAD FILE. 2X 1/4 BOLT SLOT 3/ 8 B O L T S L OT 3. 00 1. 4 63 1.25 0.625 2SET SCREW M10X10B10001-0027 1STAR WASHER FOR 3/8 BOLTB15048-0016 1HEX CAP SCREW 3/8-16 X2.5B15018-0045 2FLANGE NUT 3/8-16B15003-0014 1HEX CAP SCREW 3/8-16 X 1.25B15018-0023 12 AL PIPE CLAMP, FEMALEA20236-0012 12 AL PIPE CLAMP, MALEA20235-0011 QTYDESCRIPTIONPART NUMBERITEM 1 1 2 2 3 3 4 4 A A B B Sunmodo Corp. DRAWING NUMBER Tolerances X.XXX 0.01 [0.25mm] X.XX 0.02 [0.50mm] X.X 0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10219-001 zcg 2 AL PIPE CLAMP KIT 1 1 1905 E 5TH STREET, STE A, VANCOUVER, WA 98661 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 08/12/2015 SEE BOM 4 7 1 5 6 3 2 1 1 2 2 3 3 4 4 A A B B SunModo Corp. DRAWING NUMBER Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10343-001KYY 2.5” AL PIPE U-CLAMP KIT 1 1 14800 NE 65TH STREET, VANCOUVER WA 98682 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 06/12/2018 SEE NOTES 1PVC GASKTE T=1.5mmC10005-0065 2T-BOLT, RAIL BOTTOM SLOT, 3/8-16 X 1"B50033-0014 1GROUNDING PINB20018-0023 2FLANGE NUT 3/8-16B15003-0012 12.5" AL PIPE U-BOLT A20329-0011 QTYDESCRIPTIONPART NUMBERITEM 4 2 1 3 A INITIAL RELEASE LWF 06/12/2018 REVISIONS REV DESCRIPTION BY DATE 5 B ADD C10005-006 LWF 06/27/2018 1 1 2 2 3 3 4 4 A A B B Sunmodo Corp. DRAWING NUMBER Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10222-001LWF 2.5 AL PIPE CLAMP KIT 1 1 1905 E 5TH STREET, STE A, VANCOUVER, WA 98661 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 08/21/2015 SEE BOM 2SET SCREW M10X10B10001-0027 1STAR WASHER FOR 3/8 BOLTB15048-0016 1HEX CAP SCREW 3/8-16 X2.5B15018-0045 2FLANGE NUT 3/8-16B15003-0014 1HEX CAP SCREW 3/8-16 X 1.25B15018-0023 12.5 AL PIPE CLAMP, FEMALEA20239-0012 12.5 AL PIPE CLAMP, MALEA20238-0011 QTYDESCRIPTIONPART NUMBERITEM 4 7 1 5 6 3 2 REVISIONS REV DESCRIPTION BY DATE A INITIAL RELEASE zcg 09/25/2015 1 1 2 2 3 3 4 4 A A B B SunModo Corp. DRAWING NUMBER Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10341-001LWF 2.5" PIPE TEE KIT 1 1 14800 NE 65TH STREET, VANCOUVER WA 98682 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 06/12/2018 SEE NOTES 5SET SCREW M10X20B10001-0015 1FLANGE NUT 1/2-13B15020-0014 1HEX CAP SCREW 1/2-13 X 1.25", 304 SSB15014-0053 1 2.5" AL PIPE TEE, FEMALEA20327-0012 12.5" AL PIPE TEE, MALE A20326-0011 QTYDESCRIPTIONPART NUMBERITEM 5 1 4 2 3 A INITIAL RELEASE LWF 06/12/2018 REVISIONS REV DESCRIPTION BY DATE 1 1 2 2 3 3 4 4 A A B B SunModo Corp. DRAWING NUMBER Tolerances X.XXX ±0.01 [0.25mm] X.XX ±0.02 [0.50mm] X.X ±0.039 [1.0mm] Unless otherwise spec'd All Dimensions in inches [millimeters] CHECKED BY APPROVALS GENERAL SPECIFICATIONS MATERIAL DRAWN BY SCALE: Break all sharp edges .010-.020 unless otherwise specified. DATE TITLE ofSHEET B K10342-001LWF 2.5" PIPE SPLICE KIT 1 1 14800 NE 65TH STREET, VANCOUVER WA 98682 THIS DRAWING IS CONFIDENTIAL PROPERTY OF SUNMODO AND ITS CONTENTS MAY NOT BE DISCLOSED WITHOUT THE PRIOR WRITTEN CONSENT OF SUNMODO CORP.NONE Third Angle Projection: 06/12/2018 SEE NOTES 4SET SCREW M10X20B10001-0012 12.5" PIPE SPLICEA20328-0011 QTYDESCRIPTIONPART NUMBERITEM 1 2 A INITIAL RELEASE LWF 06/12/2018 REVISIONS REV DESCRIPTION BY DATE NONE SEE NOTES NOTES: UNLESS OTHERWISE SPECIFIED 1. DIMENSIONS SHOWN ARE INCHES [MILIMETERS]. 2. MATERAIL:HIGH STRENGTH STEEL PIPE OR TUBE. 3. FINISH: HOT DIP GALVANIZE PER ASTM A123 / A123M - 02. MINIMUM 50 KSI YIELD STRESS. 4. BREAK ALL BURRS AND SHARP EDGES. 5. ALL WELDING MUST BE IN COMPLIANCE WITH AWS CODE D1;1.