The URL can be used to link to this page

Home My WebLink About1441 W 17th St - PlanPR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 N N TI T L E P A G E Bldg# 101115926 Issued 10/27/23 Elec# 20180369 Issued 10/25/23 APPROVALS PLNG - HJacinto BLDG - GHuang ELEC - MSmith 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 ’ EL E C T R I C A L N O T E S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B R IAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 8 / 2 3 ELECTRICAL SITEPLAN EL E C T R I C A L S I T E P L A N SHEET NOTES 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 ELECTRICAL ROOF PLAN EL E C T R I C A L R O O F P L A N SHEET NOTESSHEET NOTES 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 SHEET NOTES PL A N D E T A I L S SITE KEY 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 DC S I N G L E L I N E D I A G R A M 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : REV # DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B R IAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 RE- I S S U E D F O R C O N S T R U C T I O N S E T 9/ 5 / 2 3 1 AC S I N G L E L I N E D I A G R A M 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 EL E C T R I C A L S P E C I F I C A T I O N S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 WARNING: PHOTOVOLTAIC POWER SOURCE SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN SOLAR ELECTRIC PV PANELS RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM NOTICE WARNING MAXIMUM DC VOLTAGE OF PV SYSTEM CAUTION LA B E L S & M A R K I N G S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 SHEET NOTES STRINGING PLAN INV-X.X.X.XX ST R I N G I N G P L A N 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: E24135 Exp. B RIAN B R UGGEMA N UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 PV WIRE BENDING REQUIREMENTSARRAY GROUNDINGCABLE TRAY SUPPORT EXPOSED CONDUIT ENDSCABLE TRAY TO CONDUIT TRANSITION ROOFTOP CONDUIT SUPPORT CONDUIT PARAPET & WALL INSTALLATION CONDUIT SUPPORT DETAIL E-5.0 EL E C T R I C A L D E T A I L S SHEET NOTES 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 DA T A S H E E T S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 DA T A S H E E T S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 DA T A S H E E T S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 DA T A S H E E T S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PH O N E ( 6 2 6 ) 8 4 0 - 2 3 3 8 NS S t r u c t u r a l E n g i n e e r i n g , I n c 17 2 5 G a r d e n a A v e n u e , G l e n d a l e 9 1 2 0 4 Date: Drawn By Job No. Scale: Sheet NE W RE V I S I O N AS SHOWN 02/13/2023 Pr o j e c t Dr a w i n g T i t l e SK Checked By Neal Shah Engineer Stamp Th e s e d r a w i n g s a n d / o r t h e a c c o m p a n y i n g s p e c i f i c a t i o n s , a s i n s t r u m e n t s o f se r v i c e , a r e t h e e x c l u s i v e p r o p e r t y o f N S S t r u c t u r a l E n g i n e e r i n g , I n c . , a n d t h e i r us e a n d p u b l i c a t i o n s h a l l b e r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e pr e p a r e d . R e - u s e r e p r o d u c t i o n o r p u b l i c a t i o n b y a n y m e t h o d , i n w h o l e o r i n p a r t , is p r o h i b i t e d e x c e p t b y w r i t t e n p e r m i s s i o n f r o m N S S t r u c t u r a l E n g i n e e r i n g , I n c Ti t l e t o t h e s e p l a n s a n d s p e c i f i c a t i o n s s h a l l r e m a i n w i t h N S S t r u c t u r a l E n g i n e e r i n g , In c . w i t h o u t p r e j u d i c e , a n d v i s u a l c o n t a c t w i t h t h e m s h a l l c o n s t i t u t e p r i m a f a c i e ev i d e n c e o f t h e s e r e s t r i c t i o n s . 2023.NSE- CAT 605 G-1.0 GENERAL STRUCTURAL NOTES SCOPE OF WORK NS STRUCTURAL ENGINEERING, INC. (NSSE) SCOPE OF WORK INCLUDES THE STRUCTURAL DESIGN AND DRAWINGS OF THE FOLLOWING (1) ROOF TOP STEEL SKID CONFIGURATIONS: 1.4 INVERTERS WITH MAX. OPERATING WEIGHT = 1106 LBS 2. PV EQUIPMENT WITH MAX. OPERATING WEIGHT = 568 LBS BUILDING CODE INTERNATIONAL BUILDING CODE 2018 (IBC 2018) CALIFORNIA BUILDING CODE (CBC 2019) DESIGN CRITERIA WIND DESIGN CRITERIA: ULTIMATE WIND SPEED (3-SEC GUST), V(ult) 98 MPH RISK CATEGORY II EXPOSURE C MAX BUILDING HEIGHT 45 FT SEISMIC DESIGN CRITERIA: RISK CATEGORY II SEISMIC DESIGN CATEGORY D IMPORTANCE FACTOR 1.0 SDS 1.6 ap 2.5 Rp 6.0 Fph 0.800 Wp Fv 0.320 Wp GENERAL 1. THE JOB SITE SHALL BE MAINTAINED IN A CLEAN, ORDERLY CONDITION FREE OF DEBRIS AND LITTER, SHALL NOT BE UNREASONABLY ENCUMBERED WITH ANY MATERIALS OR EQUIPMENT AND SHALL BE CLEANED AT THE END OF EACH WORKING DAY. 2. CONSTRUCTION AND MATERIALS SHALL BE AS SPECIFIED AND AS REQUIRED BY THE INTERNATIONAL BUILDING CODE 2015 (IBC 2015) AND LOCALLY ENFORCED CODES AND AUTHORITIES. ALL ARTICLES, MATERIALS AND EQUIPMENT SHALL BE INSTALLED, APPLIED AND CONNECTED AS DIRECTED BY THE MANUFACTURER'S LATEST WRITTEN SPECIFICATIONS EXCEPT WHERE OTHERWISE NOTED. MATERIAL NOTES ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE SPECIFICATIONS. 3. IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN, THEIR CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR FEATURES. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON THE PLANS. 4. IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING AND FORMWORK AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. 5. MATERIALS STORED ON THE SITE SHALL BE PROPERLY STACKED AND PROTECTED TO PREVENT DAMAGE AND DETERIORATION UNTIL USE. FAILURE TO PROTECT MATERIALS MAY BE CAUSE FOR REJECTION OF WORK. 6. CONTRACTOR SHALL PROVIDE A PROTECTION BARRIER BETWEEN ALL DISSIMILAR MATERIALS TO PREVENT GALVANIC REACTIONS/CORROSION. STRUCTURAL STEEL & MISCELLANEOUS IRON 1. WORK DONE UNDER THIS SECTION SHALL CONFORM TO THE REQUIREMENTS OF THE AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE, 15TH EDITION. A. BOLT HOLES SHALL BE STANDARD HOLE SIZE (I.E. BOLT DIA + 116") UNLESS NOTED OTHERWISE B. ALL SCREWS SHALL EXTEND THROUGH THE STEEL CONNECTION WITH A MINIMUM OF 3 EXPOSED THREADS, SEE AISI 2. ALL STEEL MATERIAL AND ASSEMBLIES EXPOSED TO EARTH IN THE COMPLETED STRUCTURE SHALL BE GALVANIZED OR SHOP PAINTED. 3. WELDING SHALL BE DONE BY WELDERS CERTIFIED FOR THE WELDS TO BE MADE USING E70XX ELECTRODES IN CONFORMANCE WITH THE REQUIREMENTS OF AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE OR AWS "STRUCTURAL WELDING CODE." 4. WHEN FABRICATING BEAMS, PLACE NATURAL CAMBER UP. 5. WELDING SHALL BE DONE BY WELDERS CERTIFIED FOR THE WELDS TO BE MADE USING E70XX ELECTRODES IN CONFORMANCE WITH THE REQUIREMENTS OF AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE OR AWS "STRUCTURAL WELDING CODE." FULL PENETRATION WELDS ARE TO BE INSPECTED DURING WELDING BY A SPECIAL INSPECTOR. 6. COMPLETE JOINT PENETRATION GROOVE WELDS SHALL HAVE FILLER METAL WITH A V-NOTCH TOUGHNESS OF 20-FT/LBS. AVERAGE AT 70 DEGREES FAHRENHEIT. 7. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE USE OF A HAND HELD CALIBRATED AMP AND VOLTMETER SHALL BE USED. THE FABRICATOR, ERECTOR AND THE INSPECTORS SHALL USE THIS EQUIPMENT. AMPERAGE AND VOLTAGE SHALL BE MEASURED AT THE ARC WITH THIS EQUIPMENT. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. 8. WHERE MINIMUM AISC FILLET WELD THICKNESS REQUIREMENT EXCEEDS WELDS SHOWN ON DETAILS, PROVIDE MINIMUM AISC WELD. 9. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL, SCALE AND OIL. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION PROCEDURES AND SEQUENCES WITH RELATION TO TEMPERATURE DIFFERENTIALS AND WELD SHRINKAGE. 11. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO SEOR FOR APPROVAL PRIOR TO THE FABRICATION OF ANY PARTS OR ASSEMBLIES. 12. A STANDARD SCREW GUN WITH A DEPTH SENSITIVE NOSE PIECE SHALL BE USED TO INSTALL 'TEK' SCREWS FOR SOLAR MODULE INSTALLATION. THE SCREW GUN SHALL BE A MINIMUM OF 6 AMPS AND HAVE AN RPM RANGE OF 0-2500. MATERIAL SPECIFICATIONS 3. ALL MATERIALS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: HOLLOW STRUCTURAL STEEL ASTM A500 GRADE B, MIN FY = 46 KSI PLATE ASTM A36 BOLTS ASTM A307 WELDING ELECTRODES E70XX SELF DRILLING SELF TAPPING SCREWS ESR 1976 2. STRUCTURAL STEEL SHALL BE HOT‐DIP GALVANIZED (MINIMUM ASTM A123 OR A153, CLASS D) OR PAINTED WITH ZINC‐RICH PRIMER, UNDERCOAT, AND FINISH COAT; OR EQUIVALENT PAINT SYSTEM. 3. ALL EXPOSED STEEL FASTENERS, INCLUDING CAST‐IN‐PLACE ANCHOR BOLTS/RODS, SHALL BE STAINLESS STEEL (TYPE 304 MINIMUM), HOT‐DIP GALVANIZED (ASTM A153, CLASS D MINIMUM OR ASTM F2329), OR PROTECTED WITH CORROSION‐PREVENTIVE COATING THAT DEMONSTRATED NO MORE THAN 2% OF RED RUST IN MINIMUM 1,000 HOURS OF EXPOSURE IN SALT SPRAY TEST PER ASTM B117. ZINC‐PLATED FASTENERS DO NOT COMPLY WITH THIS REQUIREMENT. 4. ALL MATERIALS SHALL CONFORM TO IBC CHAPTER 17 INSPECTION SECTIONS STEEL CONSTRUCTION TABLE 1705.2.1 SPECIAL INSPECTION 1. SPECIAL INSPECTOR IN THE REQUIRED CATEGORY OF WORK MUST BE CERTIFIED BY THE LOCAL JURISDICTION. 2. A FINAL REPORT FOR WORK REQUIRED TO HAVE SPECIAL INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS MUST BE COMPLETED BY THE PROPERTY OWNER, CONTRACTOR SPECIAL INSPECTOR, PROPERTY OWNER'S AGENT OF RECORD, ARCHITECT OF RECORD OR ENGINEER OF RECORD AND SUBMITTED TO DSA DISTRICT STRUCTURAL ENGINEER 3. SPECIAL INSPECTION PER CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE 2015 SHALL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY APPROVED BY DSA AND PAID BY THE OWNER FOR THE FOLLOWING AREAS OF WORK: A. CONTINUOUS FIELD AND SHOP WELDING INSPECTION OF THE STRUCTURAL CONNECTIONS AND ULTRASONIC TESTING OF SPECIFIED WELDS. B. HIGH STRENGTH BOLTS GE N E R A L N O T E S SHEET INDEX G-1.0 GENERAL NOTES S-1.0 4 INVERTERS PLAN AND SECTIONS S-1.1 PV EQUIPMENT PLAN AND SECTIONS S-2.0 STRUCTURAL DETAILS S-3.0 EQUIPMENT CUTSHEETS TA R G E T S A N T A A N A - S K I D D E S I G N 07/11/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 “” “” “” “” “” “” ’’ ST R U C T U R A L N O T E S 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 OVERALL ARRAY LAYOUT PLAN OV E R A L L A R R A Y L A Y O U T P L A N SHEET NOTES 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 SHEET NOTES ARRAY LAYOUT PLAN - NORTH SITE KEY AR R A Y L A Y O U T P L A N - N O R T H 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 SHEET NOTES ARRAY LAYOUT PLAN - SOUTH SITE KEY AR R A Y L A Y O U T P L A N - S O U T H 1441 W 17th St - 101115926 & 20180369 11/16/2023 NOTES: 1. SEE PVS-0.0 FOR IN-SITU PULL TEST REQUIREMENTS. NOTES: 1. SEE PVS-0.0 FOR IN-SITU PULL TEST REQUIREMENTS. (2) STEEL BARDED PLATE 2-3/8" DIA. W/ (2) #14X2" OMG HD FASTENERS BELOW SACRIFICIAL MEMBRANE (2) STEEL BARDED PLATE 2-3/8" DIA. W/ (2) #14X2" OMG HD FASTENERS BELOW SACRIFICIAL MEMBRANE 09/5/23 (2)LOCATIONS) (2)LOCATIONS) (2)LOCATIONS) RE-ISSUED FOR CONSTRUCTION SET 9/5/20231 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 STAGING PLAN ST A G I N G P L A N SHEET NOTES 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 ST R U C T U R A L D E T A I L S 1 EQUIPMENT BOLLARD PERMANENT BOLLARD REMOVABLE BOLLARD 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 EX I S T I N G R O O F F R A M I N G P L A N 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 EX I S T I N G R O O F W L E D I N G P L A N 1441 W 17th St - 101115926 & 20180369 11/16/2023 PR O J E C T N A M E : No . DE S C R I P T I O N DA T E 6/ 1 9 / 2 3 PROJECT #: CATALYZE CONSTRUCTION LLC 6325 GUNPARK DR SUITE C BOULDER, CO 80301 PHONE NUMBER:(888) 918-0771 C-10 #1089103 WWW.CATALYZE.COM INFO@CATALYZE.COM SH E E T T I T L E : 50 % S E T 2/ 1 / 2 3 TO SCALE ON 24X36 PAPER CHECKED BY: BB DRAWN BY: MM DRAWING NO: UT I L I T Y I N T E R C O N N E C T I O N S E T 5/ 1 9 / 2 3 90 % - I S S U E D F O R P E R M I T S E T IS S U E D F O R C O N S T R U C T I O N S E T 7/ 1 1 / 2 3 EX I S T I N G R O O F F R A M I N G P L A N 1441 W 17th St - 101115926 & 20180369 11/16/2023 PH O N E ( 6 2 6 ) 8 4 0 - 2 3 3 8 NS S t r u c t u r a l E n g i n e e r i n g , I n c 17 2 5 G a r d e n a A v e n u e , G l e n d a l e 9 1 2 0 4 Date: Drawn By Job No. Scale: Sheet NE W RE V I S I O N AS SHOWN Pr o j e c t Dr a w i n g T i t l e SK Checked By Neal Shah Engineer Stamp Th e s e d r a w i n g s a n d / o r t h e a c c o m p a n y i n g s p e c i f i c a t i o n s , a s i n s t r u m e n t s o f se r v i c e , a r e t h e e x c l u s i v e p r o p e r t y o f N S S t r u c t u r a l E n g i n e e r i n g , I n c . , a n d t h e i r us e a n d p u b l i c a t i o n s h a l l b e r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e pr e p a r e d . R e - u s e r e p r o d u c t i o n o r p u b l i c a t i o n b y a n y m e t h o d , i n w h o l e o r i n p a r t , is p r o h i b i t e d e x c e p t b y w r i t t e n p e r m i s s i o n f r o m N S S t r u c t u r a l E n g i n e e r i n g , I n c Ti t l e t o t h e s e p l a n s a n d s p e c i f i c a t i o n s s h a l l r e m a i n w i t h N S S t r u c t u r a l E n g i n e e r i n g , In c . w i t h o u t p r e j u d i c e , a n d v i s u a l c o n t a c t w i t h t h e m s h a l l c o n s t i t u t e p r i m a f a c i e ev i d e n c e o f t h e s e r e s t r i c t i o n s . S-1.0 5'-0"5'-0" 4' - 0 " 3' - 8 1 2" - 1 -2 4'-0" 2' - 3 1 2" NOTES 1. LOCATIONS, ORIENTATION, AND QUANTITY OF SOLAR STRAPS TIE DOWN SHALL BE COORDINATED WITH ROOF FRAMING PLANS 2.THE EXISTING ROOF SHOULD BE CHECKED FOR PONDING AND BRING IT TO THE ENGINEER'S ATTENTION. SCALE: 1" = 1'-0"A PLAN VIEW SCALE: 1" = 1'-0"1 SECTION VIEW SCALE: 1" = 1'-0"2 SECTION VIEW 1/4" CAP PLATE, TYP. NOTES: 1. ALL OPEN ENDED HSS MEMBERS SHALL BE STEEL CAP PLATE AT ENDS. 1 S-2.0 2 S-2.0 S-2.0 3 HSS1.25x1.25x0.120, TYP. HSS1.25x1.25x0.120, TYP. HSS1.25x1.25x0.120, TYP. HSS1.25x1.25x0.120, TYP. 1'-0" 1' - 2 1 2"4 I N V E R T E R S P L A N A N D S E C T I O N S SEISMIC BRACKET, SEE DET. 5/S2 3' - 8 1 2" INVERTERS : SOLIS (MAX WEIGHT = 187 LBS) (SEE CUTSHEETS FOR ADDITIONAL INFORMATION) INVERTERS : SOLIS (MAX WEIGHT = 187 LBS) (SEE CUTSHEETS FOR ADDITIONAL INFORMATION) S-2.0 4 3'-91 2" 5'-0"5'-0" 1'-43 4"1'-43 4" 11 2" (TYP) 13 4" (TYP) HSS1.25x1.25x0.120, TYP. TA R G E T S A N T A A N A - S K I D D E S I G N 09/5/2023 SEISMIC BRACKET, SEE DET. 5/S2.0, TYP. TOTAL).0.(9 1441 W 17th St - 101115926 & 20180369 11/16/2023 PH O N E ( 6 2 6 ) 8 4 0 - 2 3 3 8 NS S t r u c t u r a l E n g i n e e r i n g , I n c 17 2 5 G a r d e n a A v e n u e , G l e n d a l e 9 1 2 0 4 TA R G E T S A N T A A N A - S K I D D E S I G N Date: Drawn By Job No. Scale: Sheet NE W RE V I S I O N AS SHOWN 09/5/2023 Pr o j e c t Dr a w i n g T i t l e SK Checked By Neal Shah Engineer Stamp Th e s e d r a w i n g s a n d / o r t h e a c c o m p a n y i n g s p e c i f i c a t i o n s , a s i n s t r u m e n t s o f se r v i c e , a r e t h e e x c l u s i v e p r o p e r t y o f N S S t r u c t u r a l E n g i n e e r i n g , I n c . , a n d t h e i r us e a n d p u b l i c a t i o n s h a l l b e r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e pr e p a r e d . R e - u s e r e p r o d u c t i o n o r p u b l i c a t i o n b y a n y m e t h o d , i n w h o l e o r i n p a r t , is p r o h i b i t e d e x c e p t b y w r i t t e n p e r m i s s i o n f r o m N S S t r u c t u r a l E n g i n e e r i n g , I n c Ti t l e t o t h e s e p l a n s a n d s p e c i f i c a t i o n s s h a l l r e m a i n w i t h N S S t r u c t u r a l E n g i n e e r i n g , In c . w i t h o u t p r e j u d i c e , a n d v i s u a l c o n t a c t w i t h t h e m s h a l l c o n s t i t u t e p r i m a f a c i e ev i d e n c e o f t h e s e r e s t r i c t i o n s . S-1.1 NOTES 1. LOCATIONS, ORIENTATION, AND QUANTITY OF SOLAR STRAPS TIE DOWN SHALL BE COORDINATED WITH ROOF FRAMING PLANS 2.THE EXISTING ROOF SHOULD BE CHECKED FOR PONDING AND BRING IT TO THE ENGINEER'S ATTENTION. SCALE: 1" = 1'-0"A PLAN VIEW SCALE: 1" = 1'-0"1 SECTION VIEW SCALE: 1" = 1'-0"2 SECTION VIEW NOTES: 1. ALL OPEN ENDED HSS MEMBERS SHALL BE STEEL CAP PLATE AT ENDS. PV E Q U I P M E N T S K I D P L A N A N D S E C T I O N S 4'-0" 1' - 5 " 1/4" CAP PLATE, TYP. S-2.0 3HSS1.5x1.5x0.120, TYP. HSS1.5x1.5x0.120, TYP. 1'-0" 2' - 1 1 4" 3' - 8 1 2" S-2.0 4 3'-91 2" 1'-43 4"1'-41 2" HSS1.5x1.5x0.120, TYP. HSS1.5x1.5x0.120, TYP. 5'-0" HSS1.5x0.75x0.120, TYP. 3' - 8 1 2" 5'-0" - 1B -2 1 S-2.0 SEISMIC BRACKET, SEE DET. 5/S2.0 13 4" (TYP) DAS WX STATION (15.75" X 15.75" X 8") (MAX WEIGHT = 25 LBS) MINI LOAD CENTER (32" X 11.25" X 8") (MAX WEIGHT = 130 LBS)RSD ENCLOSURE (24" X 18" X 6") (MAX WEIGHT = 25 LBS) SECTION VIEW 1A HSS1.5x1.5x0.120, TYP. HSS1.5x1.5x0.120, TYP. 5'-0" HSS1.5x0.75x0.120, TYP. PV AC COMBINER PANEL (56" X 24" X 8") (MAX WEIGHT = 100 LBS) SECTION VIEW 1B 4' - 5 7 8" 3' - 0 7 8" M A X , T Y P . 3' - 8 1 2" 5' - 4 7 8" 3' - 0 7 8" M A X , T Y P . 1' - 7 1 4" 1' - 7 1 4" - 1A 1' - 7 1 8" M A X 81 4" M A X , TY P PS 200 W/ 12" DIA. THRU BOLTS MOUNTING BOLT PER MANUFACTURER RECOMENDATIONS MOUNTING BOLT PER MANUFACTURER RECOMENDATIONS PS 200 W/ 1 2" DIA. THRU BOLTS SEISMIC BRACKET, SEE DET. 5/S2.0, TYP. (6 TOTAL) 1441 W 17th St - 101115926 & 20180369 11/16/2023 HSS PER PLAN AND SECTION 1/8" A SECTIONA HSS PER PLAN AND SECTION PH O N E ( 6 2 6 ) 8 4 0 - 2 3 3 8 NS S t r u c t u r a l E n g i n e e r i n g , I n c 17 2 5 G a r d e n a A v e n u e , G l e n d a l e 9 1 2 0 4 Date: Drawn By Job No. Scale: Sheet NE W RE V I S I O N AS SHOWN Pr o j e c t Dr a w i n g T i t l e SK Checked By Neal Shah Engineer Stamp Th e s e d r a w i n g s a n d / o r t h e a c c o m p a n y i n g s p e c i f i c a t i o n s , a s i n s t r u m e n t s o f se r v i c e , a r e t h e e x c l u s i v e p r o p e r t y o f N S S t r u c t u r a l E n g i n e e r i n g , I n c . , a n d t h e i r us e a n d p u b l i c a t i o n s h a l l b e r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e pr e p a r e d . R e - u s e r e p r o d u c t i o n o r p u b l i c a t i o n b y a n y m e t h o d , i n w h o l e o r i n p a r t , is p r o h i b i t e d e x c e p t b y w r i t t e n p e r m i s s i o n f r o m N S S t r u c t u r a l E n g i n e e r i n g , I n c Ti t l e t o t h e s e p l a n s a n d s p e c i f i c a t i o n s s h a l l r e m a i n w i t h N S S t r u c t u r a l E n g i n e e r i n g , In c . w i t h o u t p r e j u d i c e , a n d v i s u a l c o n t a c t w i t h t h e m s h a l l c o n s t i t u t e p r i m a f a c i e ev i d e n c e o f t h e s e r e s t r i c t i o n s . S-2.0 ST R U C T U R A L D E T A I L S HSS PER PLAN AND SECTION SCALE: 3" = 1'-0"1 END TO MAIN BASE RAIL HSS PER PLAN AND SECTIONS 1/8" SECTIONB HSS PER PLAN AND SECTIONS HSS PER PLAN AND SECTIONS SCALE: 3" = 1'-0"2 INTERMEDIATE TO MAIN BASE RAIL HSS PER PLAN AND SETIONS HSS PER PLAN AND SECTIONS 1/8" 3 STEEL POST TO INTERMEDIATE BASE MEMBER HSS PER PLAN AND SECTIONS 1/8" 4 STEEL BEAM TO STEEL POST CONNECTION TOP CONNECTION 1/8" HSS PER PLAN AND SECTIONS ATTACHMENT IN-SITU TESTING 1. ATTACHMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE PV RACKING MANUFACTURER RECOMMENDATIONS. 2. THE PV RACKING MANUFACTURER SHALL PROVIDE NS-SE WITH THE ATTACHMENT TESTING PROTOCOL A MINIMUM OF (2) WEEKS PRIOR TO TESTING FOR REVIEW AND APPROVAL. 3. TENSION AND SHEAR TEST LOAD VALUES SHALL BE BASED ON A MINIMUM OF 3.0x THE ALLOWABLE LOADS NOTED, UNLESS OTHERWISE INDICATED BY THE MANUFACTURER TESTING PROTOCOL. 4. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES 5. QUANTITY OF ANCHORS TESTED SHALL BE IN ACCORDANCE WITH LARR 26417 AND ICC-AC467. 6. TESTING SHALL BE PERMITTED BY A TESTING LABORATORY AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE AHJ AND NS-SE. REQUIRED ALLOWABLE TEST LOADS: W/ FS=3 SHEAR USE 600 LBS TENSION USE 600 LBS SCALE: 3" = 1'-0" 5 WIND/SEISMIC BRACKET DETAIL SCALE: NO SCALE 6 TIEDOWN TESTING REQUIREMENTS NOTES: 1. SEISMIC BRACKETS NOT SHOWN FOR CLARITY. NOTES: 1. DURABLOK (OR OF EQUIVALENT SPECIFICATIONS) NOT SHOWN FOR CLARITY ALONG FLAT SIDE, TYP. AT CORNERS, TYP B ALONG FLAT SIDE, TYP. AT CORNERS, TYP. ALONG FLAT SIDE, TYP. ROOF SURFACE NOTES: 1. CONTRACTOR SHALL PROVIDE A PROTECTION BARRIER BETWEEN ALL DISSIMILAR MATERIALS TO PREVENT GALVANIC REACTIONS/CORROSION. SCALE: 3" = 1'-0" SCALE: 3" = 1'-0" HSS BEYOND HSS PER PLAN TREXWOOD 1-3/8" THK AND WIDTH PER MFR 1/2" DIA. THRU BOLT TA R G E T S A N T A A N A - S K I D D E S I G N 09/5/2023 L3" x 2" X 1/4" X 2" LONG ANGLE (LLV) OR EQUIVALENT 3/8”-16 x 1.5” BOLT USE 250 LBS USE 400 LBS FOR SKID ANCHORAGE 3/4" MIN. 1441 W 17th St - 101115926 & 20180369 11/16/2023 PH O N E ( 6 2 6 ) 8 4 0 - 2 3 3 8 NS S t r u c t u r a l E n g i n e e r i n g , I n c 17 2 5 G a r d e n a A v e n u e , G l e n d a l e 9 1 2 0 4 Date: Drawn By Job No. Scale: Sheet NE W RE V I S I O N AS SHOWN Pr o j e c t Dr a w i n g T i t l e SK Checked By Neal Shah Engineer Stamp Th e s e d r a w i n g s a n d / o r t h e a c c o m p a n y i n g s p e c i f i c a t i o n s , a s i n s t r u m e n t s o f se r v i c e , a r e t h e e x c l u s i v e p r o p e r t y o f N S S t r u c t u r a l E n g i n e e r i n g , I n c . , a n d t h e i r us e a n d p u b l i c a t i o n s h a l l b e r e s t r i c t e d t o t h e o r i g i n a l s i t e f o r w h i c h t h e y w e r e pr e p a r e d . R e - u s e r e p r o d u c t i o n o r p u b l i c a t i o n b y a n y m e t h o d , i n w h o l e o r i n p a r t , is p r o h i b i t e d e x c e p t b y w r i t t e n p e r m i s s i o n f r o m N S S t r u c t u r a l E n g i n e e r i n g , I n c Ti t l e t o t h e s e p l a n s a n d s p e c i f i c a t i o n s s h a l l r e m a i n w i t h N S S t r u c t u r a l E n g i n e e r i n g , In c . w i t h o u t p r e j u d i c e , a n d v i s u a l c o n t a c t w i t h t h e m s h a l l c o n s t i t u t e p r i m a f a c i e ev i d e n c e o f t h e s e r e s t r i c t i o n s . 2023.NSE- CAT 605 S-3.0 EQ U I P M E N T C U T S H E E T S SCALE: NO SCALE 1 INVERTER CUTSHEETS SCALE: NO SCALE 2 SOLARSTRAP TIEDOWN INSTALLATION CUTSHEET TA R G E T S A N T A A N A - S K I D D E S I G N 07/11/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments • Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. • Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. • If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. • In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. • Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® ACCEPTANCE CRITERIA FOR PROPRIETARY ATTACHMENT SYSTEMS OF PHOTOVOLTAIC (PV) ARRAYS TO ROOF ASSEMBLIES AC467 Approved June 2016 (Editorially revised October 2022) Previously editorially revised July 2019 PREFACE Evaluation reports issued by ICC Evaluation Service, LLC (ICC-ES), are based upon performance features of the International family of codes. (Some reports may also reference older code families such as the BOCA National Codes, the Standard Codes, and the Uniform Codes.) Section 104.11 of the International Building Code® reads as follows: The provisions of this code are not intended to prevent the installation of any materials or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety. This acceptance criteria has been issued to provide interested parties with guidelines for demonstrating compliance with performance features of the codes referenced in the criteria. The criteria was developed through a transparent process involv ing public hearings of the ICC-ES Evaluation Committee, and/or on-line postings where public comment was solicited. New acceptance criteria will only have an “approved” date, which is the date the document was approved by the Evaluation Committee. When existing acceptance criteria are revised, the Evaluation Committee will decide whether the revised document should carry only an “approved” date, or an “approved” date combined with a “compliance” date. The compliance date is the date by which relevant evaluation reports must comply with the requirements of the criteria. See the ICC-ES web site for more information on compliance dates. If this criteria is a revised edition, a solid vertical line (│) in the margin within the criteria indicates a change from th e previous edition. A deletion indicator (→) is provided in the margin where any significant wording has been deleted. ICC-ES may consider alternate criteria for report approval, provided the report applicant submits data demonstrating that the alternate criteria are at least equivalent to the criteria set forth in this document, and otherwise demonstrate compliance with the performance features of the codes. ICC-ES retains the right to refuse to issue or renew any evaluation report, if the applicable product, material, or method of construction is such that either unusual care with its installation or use must be exercised for satisfactory performance, or if malfunctioning is apt to cause injury or unreasonable damage. Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports. ICC EVALUATION SERVICE® and ICC-ES® (and their associated logos) are registered trademarks and service marks of ICC Evaluation Service, LLC, and INTERNATIONAL CODE COUNCIL®, ICC®, INTERNATIONAL BUILDING CODE® and IBC® (and their associated logos) are registered trademarks and service marks of its parent company, International Code Council, Inc. No portion of this document (AC467) may be copied, reproduced, reprinted, republished, distributed, transmitted, or modified in any form or manner without the express prior written permission of ICC-ES. Any request for such permission should be addressed to ICC-ES at 3060 Saturn Street, Suite 100, Brea, California 92821. Any of the foregoing expressly authorized by ICC-ES must include all the copyright, trademark, service mark and other proprietary rights notices contained herein. Copyright © 2022 ICC Evaluation Service, LLC. All rights reserved. 1441 W 17th St - 101115926 & 20180369 11/16/2023 Page 2 of 4 ACCEPTANCE CRITERIA FOR PROPRIETARY ATTACHMENT SYSTEMS OF PHOTOVOLTAIC (PV) ARRAYS TO ROOF ASSEMBLIES (AC467) 1.0 INTRODUCTION 1.1 Purpose: The purpose of this acceptance criteria is to establish requirements for proprietary attachment systems used to attach photovoltaic (PV) arrays to roof assemblies to be addressed in an ICC Evaluation Service, LLC (ICC-ES), evaluation report under the 2018, 2015, 2012 and 2009 International Building Code® (IBC). Basis of evaluation is IBC Section 104.11. The reason for the development of this criteria is to provide guidelines for the evaluation of proprietary attachment systems of PV arrays to roof assemblies, because the codes do not include specific provisions for attaching the PV arrays to roof assemblies. 1.2 Scope: This acceptance criteria applies to proprietary attachment systems used to attach PV arrays composed of PV modules and PV mounting system attached to the roof assembly. The scope of the evaluation is limited to establishing allowable load capacities (uplift and lateral) to resist wind and seismic forces acting on the PV modules connected to the PV mounting system. The PV mounting system is attached to the roof assembly using the proprietary attachment systems described in the criteria. The proprietary attachment systems addressed in this criteria apply to installation on the roof assemblies consisting of the following: • Roof decks comprised of wood-based sheathing, steel or concrete. • Above the deck insulated and non-insulated roofs. • Roof covering membranes that are either thermoplastic polyolefin (TPO) manufactured in accordance with ASTM D6878 or polyvinyl chloride (PVC) manufactured in accordance with ASTM D4434, mechanically or adhesively attached to the roof deck and comprise of the top layer of the roof assembly. The proprietary attachment systems are composed of proprietary connector plates, fasteners and tie-downs and caps, used together to attach the PV mounting system to the roof assembly. The proprietary connector plates are made from metal and are fastened to the roof deck with fasteners. The tie-downs and caps are made from TPO or PVC membrane roofing material. The tie-down, cap and roof membrane should be sourced from the same roof membrane manufacturer to ensure compatibility and proper welds. The tie-downs and caps are heat-welded to the roof covering membrane. When used, the tie-down must be bolted to the PV mounting system. (See Figure 1). Electrical safety, grounding provisions and grounding continuity for the PV modules to the PV mounting system are outside the scope of this criteria. For PV modules, compliance with Chapter 15 of the IBC is outside the scope of this criteria. 1.3 Codes and Referenced Standards: Where standards are referenced in this criteria, these standards shall be applied consistently with the code upon which compliance is based. 1.3.1 2021, 2018, 2015, 2012 and 2009 International Building Code® (IBC), International Code Council. 1.3.2 2021, 2018, 2015, 2012 and 2009 International Fire Code® (IFC), International Code Council. 1.3.3 ASTM D4434-15 (-12 for the 2018, 2015, 2012 and 2009 IBC), Specification for Poly (Vinyl Chloride) Sheet Roofing, ASTM International. 1.3.4 ASTM D6878-17 (-13 for the 2018, 2015, 2012 and 2009 IBC), Standard Specification for Thermoplastic Polyolefin Based Sheet Roofing, ASTM International. 1.3.5 ASTM E4-02, Practices for Force Verification of Testing Machines, ASTM International. 1.4 Definitions: 1.4.1 Proprietary Connector Plate: Fabricated metal flat shapes with predrilled holes that come in two configurations, with and without friction fitted threaded stud. When used without the threaded stud, the tie-down component must be used to connect the connector plate to the PV system, as shown in Figure 1. When used with the threaded stud, the tie-down component is not required since the threaded stud of the connector plate fastens directly to the PV mounting system. Screws are used to fasten the connector plate to the roof deck. 1.4.2 Fastener: Screws or other mechanical fasteners conforming to a nationally recognized standard, an ICC-ES acceptance criteria or an ICC-ES evaluation report. Examples of fasteners could be lag screws, mechanical fasteners used with single-ply roof assemblies, etc. 1.4.3 TPO or PVC Tie-Down: A factory cut or punched shape made from TPO or PVC roof material which matches existing roof material specifications and complying with either ASTM D4434 or ASTM D6878, as applicable. The tie-down is shaped to fit over the PV mounting system and is heat-welded to the roof membrane. Holes are punched in the tie-down, which are used to mechanically fasten to the PV mounting system. 1.4.4 TPO or PVC Cap: A factory cut or punched shape made from TPO or PVC roof material which matches existing roof material specifications complying with ASTM D4434 or ASTM D6878, as applicable. The cap is heat- welded to the applicable roof membrane and is installed above proprietary connector plates or other fasteners. 2.0 BASIC INFORMATION 2.1 General: The following information shall be submitted: 2.1.1 Product Description: Complete information on all components used in the proprietary attachment system, including material description, specifications, protective coatings, fasteners, and the manufacturing processes. 2.1.2 Installation Instructions: A copy of the installation instructions. 2.1.3 Packaging and Identification: A description of the method of packaging and field identification of the components of the proprietary attachment system. Product identification shall be in accordance with the product identification provisions of the ICC-ES Rules of Procedure for Evaluation Reports, and shall include the product identification number and the ICC-ES evaluation report number. 1441 W 17th St - 101115926 & 20180369 11/16/2023 ACCEPTANCE CRITERIA FOR PROPRIETARY ATTACHMENT SYSTEMS OF PHOTOVOLTAIC (PV) ARRAYS TO ROOF ASSEMBLIES (AC467) Page 3 of 4 2.1.4 Field Preparation: A description of the methods of roof membrane preparation, field-cutting, trimming or forming of the tie-down and cap and treatment of cut edges, shall be included in the installation instructions. 2.2 Testing Laboratories: Testing laboratories shall comply with Section 2.0 of the ICC-ES Acceptance Criteria for Test Reports (AC85) and Section 4.2 of the ICC-ES Rules of Procedure for Evaluation Reports. 2.3 Test Reports: Test reports shall comply with AC85. 2.4 Product Sampling: Sampling of the proprietary connector plates and fasteners, tie-downs and caps used for tests under this criteria shall comply with Section 3.2 of AC85. 2.5 Qualification Test Plan: A qualification test plan shall be submitted to and approved by ICC-ES staff prior to any testing being conducted. 3.0 TEST AND PERFORMANCE REQUIREMENTS 3.1 General: The capacity of the proprietary attachment system to resist uplift and lateral loads shall be evaluated in accordance with Section 3.2 , 3.3 and 3.4 of this criteria. 3.2 Connection Capacities: The capacity of the attachment system components to the roof assembly must be determined in accordance with the applicable code provisions. For connections that cannot be designed in accordance with the code, the capacity of the connection must be established by testing under this criteria section. 3.2.1 A test plan for each type of connection and for each type of test to be performed on that connection shall be created. The test plan shall be a complete document and shall include: specimen configuration; test setup; drawings, sketches, free body diagram (load path diagram); a description of the test methods; load application rate; sampling methodology; and the service limit states associated with static displacement of the connection. 3.2.2 For all tests, the roof covering system used in the test assemblies must be code-complying and addressed in an ICC-ES evaluation report. 3.2.3 Test specimens shall consist of components installed in accordance with the manufacturer’s installation instructions. Consideration should also be given to the roof covering system installation. For connections that rely on the PV mounting system connected to the tie-down that is heat welded to the roof membrane, the test assembly shall include the PV mounting system component(s) or bracket that connects to the tie-down, the tie-down and cap heat welded to the roof membrane, roof membrane mechanical attachment plate with the fastener attached to the roof deck. For connections that rely on the connection of the PV mounting system connected to the proprietary connector plates which are mechanical fastened to the roof deck, the test assembly must include the PV mounting system component(s) or bracket that connects to the proprietary connector plates with fasteners attached to the roof deck. If evaluation of systems which include above the deck insulation is sought, the test assembly must include foam plastic insulation conforming to a nationally recognized standard, an ICC-ES acceptance criteria, or an ICC-ES evaluation report at the maximum thickness of insulation desired. 3.2.4 The specimen shall be loaded such that the load is applied with reference to the intended application of the connection. 3.2.5 The load shall be applied at a maximum rate of 0.1 inch (2.5 mm) per minute or a constant rate of applied load of 500 pounds (2 kN) per minute. The method and rate of loading shall be reported with the test data. 3.2.6 The load measuring device shall be capable of measuring the applied load to within ±1 percent and shall be calibrated in accordance with ASTM E4. 3.2.7 As a minimum, a series of five identical tests shall be performed for each load direction and connection assembly configuration, provided the deviation of any individual test result from the average values does not exceed ±15 percent. If the deviation of any single test from the average ultimate value exceeds ±15 percent, then the lowest value shall be selected. 3.2.8 Load-deflection characteristics of the connection shall be determined. Load-deflection curves shall be developed which depict the relative movement between the connected metal bracket and the point of attachment to the roof assembly in the direction of the applied load. 3.2.9 The allowable capacity of the attachment system shall be based on: 3.2.9.1 The average ultimate load of the tested assembly divided by a safety factor of five (5) when the deviation of any individual test result from the average does not exceed 15 percent. 3.2.9.2 The minimum recorded ultimate load of the tested assembly divided by a safety factor of five (5) when the deviation of any individual test result from the average exceeds 15 percent. 3.3 Durability of Connection: 3.3.1 Metal Components: Metal components such as plates, fasteners, etc. must be made from corrosion- resistant metal. 3.3.2 TPO or PVC Caps and Tie-Downs: The caps and tie-downs must be made from single-ply material complying with ASTM D6878 (TPO) or ASTM D4434 (PVC) which is addressed in an ICC-ES evaluation report. 3.3.3 Heat-Welded TPO or PVC Caps and Tie Downs to TPO or PVC roof covering: The durability of the heat-welded tie-down and cap to the roof membrane shall be determined by conducting seam strength tests before (control) and after heat aging. The retained seam strength value shall not be less than 90 percent of the control value. The following tests shall be conducted: 3.3.3.1 TPO material: The seam strength testing must be conducted on five (5) control and five (5) aged specimens in accordance with Section 7.12 of ASTM D6878. Heat aging shall comply with Section 7.9 of ASTM D6878-13. The seam of the test specimens must be made by heat-welding the TPO material in a manner representative of the roof membrane manufacturer’s recommended practices. 3.3.3.2 PVC material: The seam strength testing must be conducted on five (5) control and five (5) aged 1441 W 17th St - 101115926 & 20180369 11/16/2023 ACCEPTANCE CRITERIA FOR PROPRIETARY ATTACHMENT SYSTEMS OF PHOTOVOLTAIC (PV) ARRAYS TO ROOF ASSEMBLIES (AC467) Page 4 of 4 specimens in accordance with Section 8.6 of ASTM D4434-15 (Section 8.5 of ASTM D4434-12). Heat aging shall comply with Section 8.7 of ASTM D4434-15 (Section 8.6 of ASTM D4434-12). The seam of the test specimens must be made by heat-welding the PVC material in a manner representative of the roof membrane manufacturer’s recommended practices. 3.4 Seismic Installation: In Seismic Design Categories D, E or F, the attachment system must be connected to the roof deck with the use of fasteners, such as screws, bolts, etc. When using tie-downs to resist seismic loads in Seismic Design Category D, E or F, the load path from the tie-down to the roof deck must also include a mechanical connection such as a screw or bolt. 3.5 Special Inspection: Periodic special inspections are required for the installation of the proprietary attachment system onto the roof assemblies as mandated by the provisions of the IBC Section 1705.12 (2018, 2015 and 2012 IBC Section 1705.11, 2009 IBC Section 1705.4) for wind resistance and in accordance with IBC Section 1705.1.1 (2009 IBC 1704.15) in Seismic Design Categories D, E or F. The duties of the special inspector are to verify that the fasteners are connected to the roof deck and that the tie-downs and caps are properly heat-welded to the roof membrane. 4.0 QUALITY CONTROL 4.1 Quality documentation complying with the ICC-ES Acceptance Criteria for Quality Documentation (AC10) shall be submitted. 4.2 A qualifying inspection shall be conducted at each manufacturing facility in accordance with the requirements of the ICC-ES Acceptance Criteria for Inspections and Inspection Agencies (AC304). 4.3 An annual inspection shall be conducted in accordance with AC304 at each facility manufacturing the proprietary attachment system components. 5.0 EVALUATION REPORT The evaluation report shall contain the following information: • Basic information required by Section 2.1, including product description, installation procedures, packaging and identification. • Details on the applicable types of roof covering systems. The roof covering type and manufacturer must be identified. • Allowable load capacities for the attachment system for the uplift and lateral load directions. • Seismic installation limitations. • A statement indicating that the methods of mounting the PV rack structure to the roof must be designed by a registered design professional and must not exceed the allowable load capacities in the evaluation report. • A statement indicating that the roof assembly, including the roof deck must be designed by a registered design professional to resist the applied loads coming from the proprietary attachment system. • A statement of special inspection in accordance with Section 3.5 of this criteria. • A statement indicating that electrical safety, grounding provisions and grounding continuity are outside the scope of the evaluation report. • A statement indicating that the proprietary attachment system must be flashed in accordance with accepted recommended practices by the roof membrane manufacturer. • A statement indicating that the location of the PV array on a roof shall be established by the local jurisdiction, based on consideration of access by fire personnel, roof vents, and other roof features. • A statement indicating that the PV mounting system must be installed in accordance with the installation instructions of the PV modules and PV mounting system manufacturer. • A statement indicating that PV modules connected to the PV mounting system must comply with the applicable sections in Chapter 15 of the IBC. • A statement indicating that installation of PV modules must comply with 2021 IFC Section 1205 (2018 IFC Section 1204, 2015 and 2012 IFC Section 605.11). ∎ Figure 1—Components of Proprietary Attachment System Using Tie-down and Cap 1441 W 17th St - 101115926 & 20180369 11/16/2023 Prepared by: NS Structural Engineering, Inc. for TARGET 1441 W. 17TH ST. SANTA ANA SOLAR ROOFTOP PV PROJECT STRUCTURAL CALCULATIONS SEPTEMBER 06, 2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 Address: 1441 W 17th St, Santa Ana, CA 92706 Scope of Work: 1 . 2 . Review record as-built structural drawings 3 . Review final PV layout by Catalyze 4 . Rack analysis and design 5 . Typical anchorage calculations § Review, stamp, and sign drawings for final building department submittal. § Respond to City plan check comments. References: ASCE 7-16 / CBC 2019 SEAOC PV2-2017 Aluminum Design Manual (ADM) 2010 Solar Layout provided by Catalyze Solarstrap Wind Tunnel Study (RWDI #1803163) Solar Rack Load Path Road Map Typical Wind Uplift 1. Solar Module to 2. Vertical Bracket to 3. 1/4" diam. PEM Stud to 4. 11 GA. SolarStrap to 5. Single ply w/ 24 GA clad (heat welded to 6. Sacrificial singly ply membrane heat-welded to 7. Existing singly ply membrane Seismic N-S (See Framing Plan) Seismic E-W (See Framing Plan) 1. Solar Module to 1. Solar Module to 2. Vertical Bracket to 2. Vertical Bracket to 3. 1/4" diam. PEM Stud to 3. 1/4" diam. PEM Stud to 4. 11 GA. SolarStrap to 4. 11 GA. SolarStrap to 5. Single ply w/ 24 GA clad (heat welded to 5. Single ply w/ 24 GA clad (heat welded to 6. Sacrificial singly ply membrane heat-welded to 6. Sacrificial singly ply membrane heat-welded to 7. Existing singly ply membrane 7. Existing singly ply membrane NatdoMtsotLictpttLsuJtsoNMms NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project § Prepare structural calculations for the solar fully-attached PV system based on the latest building code which includes the following tasks. 1441 W 17th St - 101115926 & 20180369 11/16/2023 ASCE 7 Hazards Report Address: 1441 W 17th St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.761859 Risk Category:II Longitude:-117.888037 Soil Class:D - Default (see Section 11.4.3) Elevation:0 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue May 09 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Tue May 09 2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 SS : 1.321 S1 : 0.47 F a : 1.2 F v : N/A SMS : 1.585 SM1 : N/A SDS : 1.057 SD1 : N/A T L : 8 PGA : 0.559 PGA M : 0.671 F PGA : 1.2 Ie : 1 C v : 1.364 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue May 09 2023 Page 2 of 3https://asce7hazardtool.online/Tue May 09 2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Tue May 09 2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 Fp(max)=1.6 * SDS * Ip * Wp = = Fp(min):=0.3 * SDS * Ip * Wp = = Fp :=== Fv:=0.2 * SDS * Wp = = Requirements Is Requirement Met (Yes or No) Lp <= 6.7 ft Yes w <= 35°Yes h1<= 2 ft Yes h2 <= 4 ft Yes NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Seismic Design Values SDS 1.057 Importance Factor Ip 1 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project Seismic Design Criteria Panel Weight (w/ Racking) Wp 79.0 lbs Component Response Modification Factor Rp 1.5 z/h 1 Seismic Design Category D Component Amplification Factor ap 1 1.691 Wₚ133.6 lbs 0.317 Wₚ25.0 lbs 0.4 * ap * SDS * Wp (1+2z/h)0.846 Wₚ66.8 lbs Rp / Ip 0.211 Wₚ16.7 lbs Solar Panel & Wind Pressure Variables Panel Tilt w 10° Panel Chord Length Lp Risk Category II Wind Speed V 95 mph 3.72 ft Panel Area TA 27.8 ft² Panel Width Wp 7.46 ft Panel Dead Load DL 2.85 psf Importance Factor 1 Exposure Category B Building Variables Roof Slope < 7° Width of Building (Longest) WL 442.00 ft Parapet Height hpt 3.0 ft Building Height h 30.0 ft Width of Building (Shortest) WS 268.00 ft 1441 W 17th St - 101115926 & 20180369 11/16/2023 Design Wind Pressure @ Patch & Strap Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Net Pressure Coefficient GCrn = Normalized Wind Area An = = Lb = = * Note: Multiple Panels will be Loaded Simultaneously to Create Max Load @ Patch * Based on Fig. 29.4-7 (γp)= = (γc)= = (γE)= Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 10 psf (ASD) Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 10 psf (ASD) JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. NS STRUCTURAL ENGINEERING, INC MADE BY: 95 mph Fig. 26.5-1A 0.70 26.10.1 1 26.8.2 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project qh*GCrn Section 0.00256KzKztKdKeV2 13.7 psf 26.10.2 30.0 ft Table 1: (GCrn)nom Roof Zone:0°  w  5°5°  w  15°(GCrn)nom for w 0.85 26.6 1 26.9 (γp)(γc)(γE)(GCrn)nom [1000/max(Lb,15)2]*TA 123.4 ft² 1 0.609 0.877 0.74 2 0.799 1.157 0.98 min(0.4(hWL)0.5,h,Ws) max(0.6+0.06Lp,0.8) 0.82 1.5 (Uplift) 1.0 (Downforce) 3 0.905 1.408 1.16 min(1.2,0.9+hpt/h) 1.00 19.6 psf 13.1 psf 11.8 psf 7.9 psf Wind Pressure (Exposed) LRFD ASD Uplift Downforce Uplift Downforce 12.6 psf 8.4 psf 7.6 psf 5.0 psf 16.6 psf 11.1 psf 10.0 psf 6.6 psf 13.1 psf 13.1 psf 7.85 psf 7.85 psf Wind Pressure (Non-Exposed) LRFD ASD Uplift Downforce Uplift Downforce 8.4 psf 8.4 psf 5.04 psf 5.04 psf 11.1 psf 11.1 psf 6.64 psf 6.64 psf 1441 W 17th St - 101115926 & 20180369 11/16/2023 Design Wind Pressure @ Bracket Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Net Pressure Coefficient GCrn = Normalized Wind Area An = = Lb = = * Note: Multiple Panels will be Loaded Simultaneously to Create Max Load * Based on Fig. 29.4-7 (γp)= = (γc)= = (γE)= Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 10 psf (ASD) Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 10 psf (ASD) NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 95 mph Fig. 26.5-1A 0.7 26.10.1 1 26.8.2 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project qh*GCrn Section 0.00256KzKztKdKeV2 13.7 psf 26.10.2 30.0 ft Table 1: (GCrn)nom Roof Zone:0°  w  5°5°  w  15°(GCrn)nom for w 0.85 26.6 1 26.9 (γp)(γc)(γE)(GCrn)nom [1000/max(Lb,15)2]*TA 61.7 ft² 1 0.737 1.038 0.89 2 0.972 1.408 1.19 min(0.4(hWL)0.5,h,Ws) max(0.6+0.06Lp,0.8) 0.82 1.5 (Uplift) 1.0 (Downforce) 3 1.106 1.709 1.41 min(1.2,0.9+hpt/h) 1.00 23.89 psf 15.93 psf 14.34 psf 9.56 psf Wind Pressure (Exposed) LRFD ASD Uplift Downforce Uplift Downforce 15.07 psf 10.05 psf 9.04 psf 6.03 psf 20.20 psf 13.46 psf 12.12 psf 8.08 psf 15.9 psf 15.9 psf 9.56 psf 9.56 psf Wind Pressure (Non-Exposed) LRFD ASD Uplift Downforce Uplift Downforce 10.0 psf 10.0 psf 6.03 psf 6.03 psf 13.5 psf 13.5 psf 8.08 psf 8.08 psf 1441 W 17th St - 101115926 & 20180369 11/16/2023 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 1441 W 17th St - 101115926 & 20180369 11/16/2023 Design Loads at Bracket * Bracket takes a full panels tributary area based on stiffness. Panel Area Apanel = Panel Tilt w = Panel Dead Load DL = Case 1: All Locations Max Wind Uplift WL = Tributary Area TA = Apanel / 2 = (Vertical) TA = Apanel (Lateral) Wind Uplift Fy_W = ( (PWL * cos(w)) - 0.6DL ) * TA = Wind Lateral Load Fx_W = PWL * sin(w) * TA = Seismic Lateral Load Fx = 0.7Fph * (DL * TA)= Fx_Bracket = Fy_Bracket = Bracket Section Propeties (Weak-Axis) d =Ax =Iy = b =y1 = (From line A) s =y2 =S1y = h =S2y = t =rye = NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 27.8 ft² 10° Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 172.3 lbs 2.8 psf 14.34 psf Exposed 69.1 lbs 46.7 lbs 69.1 lbs 13.9 ft² 27.8 ft² 0.13 in 0.84 in 0.239 in³ 2.75 in 0.082 in³ 0.125 in 0.332 in 172.3 lbs 3.00 in 0.625 in² 0.069 in⁴ 1.13 in 0.29 in 1441 W 17th St - 101115926 & 20180369 11/16/2023 Check Bracket Flexure Strength (Low Bracket) Weak-Axis Bending (no lateral torsional buckling) Bracket Height = Typical Thickness = Stiffner Width = Elements in Uniform Tension (Flange) F / W = Ma = Flexure: Elements in Flexure (Web) F / W = Ma = Elements-Flexural Compression (Flange) b = t = b / t = F / W = Ma = NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 18.1 ksi 9.96 kip-in 1.0 in 0.125 in 8.0 in 18.3 ksi Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 6.000 in 0.125 in 1.125 in 13.9 ksi 3.33 kip-in 1.50 kip-in 1441 W 17th St - 101115926 & 20180369 11/16/2023 Flange Size, b = Flange Thickness, t = b / t = Allowable Bending Stress F / Ω = Ma = S1y * (F / Ω)= Therefore, Low Bracket Flexural Strength = Determine Required Flexural Strength due to Wind Drag at Module to Bracket Connection Drag Fx_Bracket = Height of Bracket h = M = h * Fx_Bracket = Ma = DCR = \ Low Bracket is Adequete Determine Required Typical Wing Flexural Strength due to Wind Uplift at Module to Bracket Connection Net Wind Uplift Fy_Bracket = Cantilever Length L = Moment M = L * Fy_Bracket = Section Modulus S = bt2 / 6 = fb = DCR = fb / 22 ksi = \ Bracket Wing is Adequete Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 3.00 in 0.125 in 24 16.5 ksi 3.95 kip-in NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 172.3 lbs 0.7 in 120.6 lb-in 0.008 in³ 15.43 ksi 0.70 1.50 kip-in 69.1 lbs 6.0 in 414.6 lb-in 1499.7 kip-in 0.28 1441 W 17th St - 101115926 & 20180369 11/16/2023 Area A = b * t = Uplift Fy_Bracket = Axial Stress fd = Fy_Bracket / A = \ Low Axial Stress and is Adequete NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 0.375 in² 172.3 lbs 459.4 psi 1441 W 17th St - 101115926 & 20180369 11/16/2023 Check 1/4-20 PEM Stud Fx_Bracket = Fy_Bracket = h = M = Fx_W * h = T = M / 1 in = C = T = Tstud = = Vstud = = \ 1/4" Dia. ASTM F593 CWI Bolt is Adequete Check 1/8" Thick Bracket Fy = C = \ Use 1/8" Bracket is Adequete NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: 6.0 in 414.6 lb-in 414.6 lbs 414.6 lbs (T + Fy_Bracket) / 2 293.4 lbs NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 69.1 lbs 172.3 lbs 1034.0 lbs2 Vallowable =1179.0 lbs = 589.5 lbs2 (Fx_Bracket) / 2 34.6 lbs Tallowable =2068.0 lbs = 1 in * 3 M =r * (1 in)2 = 92.1 lb-in3 0.34TallowableVallowable 16,500 psi 414.6 lbs r =2 * C = 276.4 psi DCR =TStud +VStud = 0.100 in 0.125 in0.75 * Fy * 3 int = √(4 * M ) = 1441 W 17th St - 101115926 & 20180369 11/16/2023 Design Loads at Strap Panel Area Apanel = Panel Tilt w = Panel Dead Load DL = Case 1: (Reinforced Tiedown, Z3 Exposed, Z2 Exposed) Max Wind Uplift WL = Tributary Area TA = Apanel / 2 = Wind Uplift Fy_W = ( (PWL * cos(w)) - 0.6DL ) * TA = * Case 2 will govern as larger tiedown will mostly eliminate Check Min. Thickness of Solarstrap Strap Width, W = Distance to Stud, d = P = Fy_Strap = M = d * P = Fy / Ω= DCR = NS STRUCTURAL ENGINEERING, INC Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 27.8 ft² 10° 2.8 psf MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 13.9 ft² 121.5 lbs 11.8 psf 3.00 in 2.00 in 124.5 lbs 249.1 lb-in 28,000 psi t = √(4 * M ) = 0.109 in 0.125 inFy * W 0.87 Therefore, 1/8" x 3" Wide Strap is Adequete 1441 W 17th St - 101115926 & 20180369 11/16/2023 Design Loads at Sacraficial Patch Panel Area Apanel = Panel Tilt w = Panel Dead Load DL = Case 1: (Reinforced Tiedown, Z3 Exposed, Z2 Exposed) Max Wind Uplift WL = Tributary Area TA = Apanel = Wind Uplift Fy_W = ( (PWL * cos(w)) - 0.6DL ) * TA = Wind Lateral Load Fx_W = PWL * sin(w) * TA = Seismic Lateral Load Fx = 0.7Fph * (DL * TA)= Fx_Tiedown = ( max(Fx_E , Fx_W) )= Fy_Tiedown = Fy_W = ATTACHMENT IN-SITU TESTING. 1 2 3 4 5 6 ATTACHED ALLOWABLE LOADS: SHEAR = Test to 250 lbs TENSION = Test to 700 lbs CHECKED BY: NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 27.8 ft² 10° 2.8 psf 46.7 lbs 52.1 lbs 216.2 lbs ATTACHMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE PV RACKING MANUFACTURER RECOMMENDATIONS THE PV RACKING MANUFACTURER SHALL PROVIDE NS-SE WITH THE ATTACHMENT TESTING PROTOCOL A MINIMUM OF (2) WEEKS PRIOR TO TESTING FOR REVIEW AND APPROVAL. 216.2 lbs 52.1 lbs 10.8 psf 27.8 ft² 216.2 lbs 648.7 lbs TENSION AND SHEAR TEST LOAD VALUES SHALL BE BASED ON A MINIMUM OF 2.0x THE ALLOWABLE LOADS NOTED, UNLESS OTHERWISE INDICATED BY THE MANUFACTURER TESTING PROTOCOL. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES QUANTITY OF ANCHORS TESTED SHALL BE IN ACCORDANCE WITH LARR 26108 AND ICC-AC467. TESTING SHALL BE PERFORMED BY A TESTING LABORATORY AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE AHJ AND NS-SE. W/ FS = 3 52.1 lbs 156.2 lbs 1441 W 17th St - 101115926 & 20180369 11/16/2023 Load Criteria (E) Dead Load DL @ Joists See As-Builts (N) Dead Load at Roof Level (N) Solar Panel Weight (Reduced per Space between Panels) Net Roofing Weight (-) Indicates weight removed (E) Live Load at Roof Level TA = LL = Reduced (N) Live Load at Roof Level Under Panels (50% Allowed) LL = (N) Wind Load at Roof Level WL = Load Comparison Governing Load Combination (E) 1. DLE + LLr New Load Combinations 2. DLE + DLN + WL 3. DLE + DLN + LLr DCR 20.0 psf 16.0 psf Metal Deck Joists @ 8'-0" Metal Deck 39.0 psf Joists 35.0 psf 0.80 < 1.05 0.88 < 1.05 30.9 psf 30.9 psf 29.3 psf31.3 psf Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 19.0 psf Metal Deck Joists @ 8'-0" 9.6 psf 9.6 psf 10.0 psf 8.0 psf 2.25 psf 0.00 psf Metal Deck Joists @ 8'-0" 225.0 ft² 400.0 ft² NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 1441 W 17th St - 101115926 & 20180369 11/16/2023 Alternate Check for Metal Deck Max Span L =ft Deck Sect. Mod.Sx =in3 / ft Tributary Width tw =in Roof Dead Load wDL = psf * in = plf PDL = psf * = lbs (Includes Rack Wt) PWL = psf * = lbs Moment in Deck MDL = lb-ft wDL * L2 / 12 (3 span condition) = lb-ft 2* PDL * L / 4 (2 Bracket Point Loads) MWL = lb-ft 2* PWL * L / 4 (2 Bracket Point Loads) Total Moment M = lb-ft = lb-in Section Modulus S =in3 Bending Stress fb = psi All. Bending Stress fb = psi Fy = 50 ksi DCR = 29,940 0.916 21.00 140 169 611 920 NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 11035.8 2.9 13.9 ft² 42 11 13.9 ft² 153 8.00 * Tributary Width is based on the spacing between brackets causing the largest point load on a given span.0.23 10 21.00 17.5 0.4025 27,418 1441 W 17th St - 101115926 & 20180369 11/16/2023 Check Joist for Ponding Tributary Width tw = ft Max Span L = ft Camber D = in Section Properties Top & Bott. Angle Sizes = in Total Depth d = in Total Chord Area A =in2 Member Section Modulus S in3 Moment of Inertia I =in4 Elastic Modulus E = ksi Design Loads DLE = psf =plf DLN = psf =plf 0.6WL = psf =plf Lr =psf No Modules Lr =psf Deflection DDL_E =in DDL_N =in in - 1" Camber DR =in * 62.4 pcf =psf DDL_E = in DDL_N = in DWL = in in - 1" Camber DR =in * 62.4 pcf =psf Load Comparison Governing Load Combination (E) 1. DLE + LLr New Load Combinations 2. DL + (Lr or R) 3. DL + 0.6WL 4. DL + 0.45WL + 0.75(Lr or R) DCR NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS 32.5 psf 0.93 < 1.05 27.6 psf PAGE NO. 2 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: 8.0 50.0 L2x2x1/4 30.0 6.3 3.3 Joists 35.0 psf 30.9 psf 1.09 0.13 1.22 1.22 1.09 5.3 * LLr occurs @ Walkway Only as Module <24" from roof surface. An average is taken over entire beam TA 16 1.5 152 2.25 psf 0.55 1.64 0.64 0.13 9.6 18.0 76.8 3.8 54.00 678.00 29,000 19 1441 W 17th St - 101115926 & 20180369 11/16/2023 Address: 1441 W 17th St, Santa Ana, CA 92706 Dead Load Panels:= Panel Area:= No. Of Panels = Roof Mass: Min. (Conservative) Description Flat Roof Wall Mass Building Height Conservative Description Exterior Walls Interior Walls Total Seismically Involved Mass Wtotal =WRoof +WWalls = Pallow =0.1 * Wtotal = Total Provided Weight on Rooftop, WDemand = * * = DCR =Wdemand / Pallow = Target 1441 W. 17th St. Santa Ana Solar Rooftop Project MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. NS STRUCTURAL ENGINEERING, INC 1432.7 ft 15.00 ft 322,353 lbs 1,298,353 lbs Weight 122,000 ft² 976,000 lbs 15.0 psf 30.0 ft Perimeter/Length Tributary Height Weight 0.55 0.0 ft 7.50 ft 0 lbs 129,835 lbs Npanels Apanels DLPanels 71,276 lbs 27.8 ft² Npanels 901.0 8.0 psf DLPanels 2.9 psf Apanels Area 1441 W 17th St - 101115926 & 20180369 11/16/2023 2 & 4 Inverter Compact Skid NS STRUCTURAL ENGINEERING, INC MADE BY: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project Wire Cable Tray Trex Wood Steel for Skid Inverter #4 Inverter #3 Inverter #2 Inverter #1 Total Weights 4 Skid 187 lbs 187 lbs 187 lbs 187 lbs 185 lbs 43 lbs 30 lbs 586 lbs 2 Skid 187 lbs 187 lbs - - 126 lbs 22 lbs 15 lbs 50 lbs 100 lbs 1,106 lbs 1441 W 17th St - 101115926 & 20180369 11/16/2023 4 Inverter Compact Skid Seismic Design Criteria Fp(max)=1.6 * SDS * Ip * Wp = Fp(min):=0.3 * SDS * Ip * Wp = Fp := Fv:=0.2 * SDS * Wp = Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Gust Factor G = Wind Pressure Coefficient Cf = Wind Load - Lateral qz*G*Cf = LRFD Seismic Design Values SDS 1.048 Importance Factor Ip 1 PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: Seismic Design Criteria NS STRUCTURAL ENGINEERING, INC MADE BY: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS Component Response Modification Factor Rp 6 z/h 1 Seismic Design Category D Component Amplification Factor ap 2.5 1.677 Wₚ 0.314 Wₚ 0.4 * ap * SDS * Wp * (1+2z/h) = 0.524 WₚRp / Ip Max Building Height h 30.0 ft Risk Category II 0.210 Wₚ Wind Pressure Variables Roof Slope < 7° Exposure Category B Importance Factor 1 qh*G*Cf Section 0.00256KzKztKdKeV2 13.7 psf 26.10.2 Parapet Height hpt - Wind Speed V 95 mph 0.85 26.6 1 26.9 0.85 1.6 95 mph Fig. 26.5-1A 0.700 26.10.1 1 26.8.2 18.7 psf Fig. 29.4-2 1441 W 17th St - 101115926 & 20180369 11/16/2023 Equipment Information Inverters Max Weight WT =EQX = Overall Height H = Overall Width W = Overall Depth D = Front Surface Area FA =(WLX)=(Transverse) Side Surface Area SA =(WLZ)=(Longitudinal) Top Area TA = Height to C.G of Gard hCG = Horizontal Load T/C Couple due to Overturning Dead Load Per Attachment DL = lbs lbs Seismic Load Per Attachment EQX = lbs lbs EQZ = lbs lbs Wind Load Per Attachment WLX = lbs lbs WLZ lbs lbs NS STRUCTURAL ENGINEERING, INC MADE BY: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 22.3 in 41.9 in 13.6 in 6.49 ft² 121 lbs Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: 187 lbs 98 lbs 9 24 - 24 22 30 - 2.11 ft² 39 lbs 3.96 ft² 3.17 ft 47 42 10 1441 W 17th St - 101115926 & 20180369 11/16/2023 Skid Information Skid Width W = = L = = # of Bays = Skid + Wiring Weight = Skid Surface Area A =(WLX)=(Transverse) Height to C.G. of Skid hCG = Equipment Summary x Inverter x = Skid x = = Equipment Summary x x = Inverter x x = Skid x x = = Equipment Summary x x = Inverter x x = Skid x x = = Reactions at Edge of Skid Total Dead Load Wp = Total Perimeter P = wDL = Overturning Moment M = Total Perimeter L = Couple Distance, b b = wEQ =LRFD 0.7wEQ =ASD Overturning Moment M = Total Perimeter L = Couple Distance, b b = wWL =LRFD 0.6wWL =ASD 187 lbs 4 748 lbs 358 lbs 1 358 lbs 2 Bays 358 lbs 12.00 ft²224 lbs 1.83 ft Equipment Weight Quantity Wind Load, LRFD Quantity hCG Overturning Moment 1106 lbs Seismic Load, LRFD Quantity hCG Overturning Moment 98 lbs 4 3.17 ft 1,241 lb-ft 29.2 plf 4.0 ft 39.6 plf 1,947 lb-ft 10.0 ft 4.0 ft 48.7 plf 1,947 lb-ft 1106 lbs 20.0 ft 55.3 plf 1,584 lb-ft 10.0 ft 121 lbs 4 3.17 ft 1,537 lb-ft 224 lbs 1 1.83 ft 411 lb-ft 188 lbs 1 27.7 plf 1.83 ft Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: 48.0 in 4.0 ft 120.0 in 10.0 ft 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. NS STRUCTURAL ENGINEERING, INC MADE BY: 343 lb-ft 1,584 lb-ft NS 1441 W 17th St - 101115926 & 20180369 11/16/2023 2 Inverter Compact Skid Seismic Design Criteria Fp(max)=1.6 * SDS * Ip * Wp = Fp(min):=0.3 * SDS * Ip * Wp = Fp := Fv:=0.2 * SDS * Wp = Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Gust Factor G = Wind Pressure Coefficient Cf = Wind Load - Lateral qz*G*Cf = LRFD Importance Factor Ip 1 PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: Seismic Design Criteria NS STRUCTURAL ENGINEERING, INC MADE BY: SK 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS Seismic Design Values SDS 1.048 Component Response Modification Factor Rp 6 z/h 1 Seismic Design Category D Component Amplification Factor ap 2.5 1.677 Wₚ 0.314 Wₚ 0.4 * ap * SDS * Wp * (1+2z/h) = 0.524 WₚRp / Ip Max Building Height h 30.0 ft Risk Category II 0.210 Wₚ Wind Pressure Variables Roof Slope < 7° Exposure Category B Importance Factor 1 qh*G*Cf Section 0.00256KzKztKdKeV2 13.7 psf 26.10.2 Parapet Height hpt - Wind Speed V 95 mph 0.85 26.6 1 26.9 0.85 1.6 95 mph Fig. 26.5-1A 0.700 26.10.1 1 26.8.2 18.7 psf Fig. 29.4-2 1441 W 17th St - 101115926 & 20180369 11/16/2023 Equipment Information Inverters Max Weight WT =EQX = Overall Height H = Overall Width W = Overall Depth D = Front Surface Area FA =(WLX)=(Transverse) Side Surface Area SA =(WLZ)=(Longitudinal) Top Area TA = Height to C.G of Gard hCG = Horizontal Load T/C Couple due to Overturning Dead Load Per Attachment DL = lbs lbs Seismic Load Per Attachment EQX = lbs lbs EQZ = lbs lbs Wind Load Per Attachment WLX = lbs lbs WLZ = lbs lbs Check Strut Cantilever Cantilever Distance d =ft Lateral Load Fp =lbs ASD Moment M =lb-in Section Modulus Sx =in3 Bending Stress fb = psi Allowable Bending Stress Fb = psi Interaction Check DCR = Deflection Check D = in Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: 187 lbs 98 lbs NS STRUCTURAL ENGINEERING, INC MADE BY: SK 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 2.81 ft²52 lbs 3.96 ft² 3.17 ft 47 42 22.3 in 41.9 in 13.6 in 8.28 ft²155 lbs 13 12 24 - 24 22 39 - 2,198 19,760 0.111 1.59 23.2 444.1 0.202 0.010 PS 200 is Acceptable 1441 W 17th St - 101115926 & 20180369 11/16/2023 Skid Information Skid Width W = = L = = # of Bays = Skid + Wiring Weight = Skid Surface Area A =(WLX)=(Transverse) Height to C.G. of Skid hCG = Equipment Summary x Inverter x = Skid x = = Equipment Summary x x = Inverter x x = Skid x x = = Equipment Summary x x = Inverter x x = Skid x x = = Reactions at Edge of Skid Total Dead Load Wp = Total Perimeter P = wDL = Overturning Moment M = Length in Bearing L = Couple Distance, b b = wEQ =LRFD 0.7wEQ =ASD Overturning Moment M = Length in Bearing L = Couple Distance, b b = wWL =LRFD 0.6wWL =ASD NS STRUCTURAL ENGINEERING, INC MADE BY: Target 1441 W. 17th St. Santa Ana Solar Rooftop Project DATE: 48.0 in 4.0 ft 60.0 in 5.0 ft SK 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 187 lbs 2 332 lbs 212 lbs 1 236 lbs 1 Bays 212 lbs 7.00 ft²131 lbs 1.83 ft Equipment Weight Quantity 568 lbs Seismic Load, LRFD Quantity hCG Overturning Moment 98 lbs 2 3.17 ft 621 lb-ft 155 lbs 2 3.17 ft 980 lb-ft 131 lbs 1 1.83 ft 239 lb-ft 111 lbs 1 1.83 ft 203 lb-ft 824 lb-ft Wind Load, LRFD Quantity hCG Overturning Moment 36.6 plf 28.8 plf 4.0 ft 41.2 plf 1,220 lb-ft 5.0 ft 4.0 ft 61.0 plf 1,220 lb-ft 568 lbs 10.0 ft 56.8 plf 824 lb-ft 5.0 ft 1441 W 17th St - 101115926 & 20180369 11/16/2023 Load Criteria Joist Designation: 30K224/128 Bar Joist Length of Joist L = (E) Dead Load DL @ Joists See As-Builts (N) DL (Skid) Cancelled Weight due to Live Load Skid #1 Weight -= Skid #2 Weight -= Max Pt Load per Joist PDL =@ 26'-11" From End Distance to CL. Of Skid d1 =Max d2 L - d1 (E) Live Load at Roof Level Tributary Area TA = Live Load LL = Reduced Beam Capacity Design Load of Beam wAll = Add. Pt. Load @ Chord Point Pall = Allowable Moment Ma =wAll * L2 / 8 + Pall * L / 4 Required Moment M1 =w * L2 / 8 (E) DL + LL M2 =PDL* d1 * d2 / L (N) DL M = M / Ma = Check Local Bending in Joists Angle Size Chord Length L = Point Load PDL = Distributed Load wDL = wLL = Moment M = Section Modulus S = Bending Stress fb = Allowable Bending Stress Fb = DCR = Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 12.0 psf NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 48.83 ft 647 lbs 324 lbs 459 lbs 244 lbs 1,106 lbs 568 lbs 72,876 lb-ft 1,010 lb-ft 93.01% 66,771 lb-ft 67,782 lb-ft 2.0 ft 275 lbs 96.0 plf WeightArea 224.0 plf 500 lbs 275 lbs 390.7 ft² 16.2 psf 40.0 ft² 4.00 ft 44.83 ft Therefore, Skids @ Center of Beam span is Acceptable & skids shall be independently centered between different joists. 20.0 ft² 250 lb-ft 0.488 in³ 6,155 psi 21,557 psi 0.29 (2) L2x2x1/4" 129.5 plf 1441 W 17th St - 101115926 & 20180369 11/16/2023 Check 1 1/2" x 18 GA. Metal Deck Max Span L =ft Deck Sect. Mod.Sx =in3 / ft Tributary Width tw =in Roof Dead Load wDL = psf * in = plf wDL+0.6WL = = plf (Skid) Moment in Deck MDL = lb-ft wDL * L2 / 12 (3 span condition) = lb-ft wDL * L2 / 12 (3 span condition) Total Moment M = lb-ft = lb-in Section Modulus S =in3 Bending Stress fb = psi All. Bending Stress fb = psi Fy = 50 ksi DCR = PAGE NO. Target 1441 W. 17th St. Santa Ana Solar Rooftop Project 85 680 765 9184.0 85 0.419 21,936 29,940 8.00 * Tributary Width is based on the spacing between brackets causing the largest point load on a given span.0.314 16.00 8 16.00 10.7 0.733 NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS 1441 W 17th St - 101115926 & 20180369 11/16/2023 Skid Attachment Reactions 2 Skid Lateral Load Fp =lbs Overturning Moment M =lb-ft ASD Number of Attachments NL =Along Longitudinal NT =Along Transverse N =Total Attachment Spacing sp1 =ft sp2 =ft Shear Load Per Attachment V =lbs ASD Uplift Load Per Attachment T =lbs ASD 4 Skid Lateral Load Fp =lbs Overturning Moment M =lb-ft ASD Number of Attachments NL =Along Longitudinal NT =Along Transverse N =Total Attachment Spacing sp1 =ft sp2 =ft Shear Load Per Attachment V =lbs ASD Uplift Load Per Attachment T =lbs ASD Check L3x2x1/4 Angle (LLV) Height to Hole @ Vert. Leg d1 =in Max Distance to Horizontal Hole d2 =in 2" - 0.75" (Edge Distance) Moment M =lb-in Effective Width b =in Flange Thickness tw =in Section Modulus Sx =in b*(tw)^2/6 Bending Stress fb =psi M/S Allowable Bending Stress Fb =psi 36 ksi / 1.67 Interaction Check DCR = NS STRUCTURAL ENGINEERING, INC 264 44.0 91.5 Target 1441 W. 17th St. Santa Ana Solar Rooftop Project MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 426 1,168 3 3 9 732 2 3 6 4 5 10,667 21,557 0.49 1.25 2 222 0.25 0.021 4 10 47.3 97.4 2.125 1441 W 17th St - 101115926 & 20180369 11/16/2023 EQUIPMENT SKID DESIGN 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 AS-BUILTS (FOR REFERENCE ONLY) 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023 1441 W 17th St - 101115926 & 20180369 11/16/2023