The URL can be used to link to this page

18-045 (3) �YECTOR n O 1 n E E R S 9138 S.Stale St.,Suite 101 (801)990-1775 Sandy,UT 84070 (801)990-1776 FAX www.vectorse.com DATE:2/12/2015 DESIGNED:KGS DRAFTER:KGS REVISIONS DATE DESCRIPTION P, I U I N o UNFACTORED BASE REACTIONS See notes below TO CONSIDER AT TYPICAL BASES 0 U U/) N U Side A Side B Load Case y > Q Rx(kip) RY(kip) Rx(kip) RY(kip) U) co Dead Load,Self Weight DL 0.13 0.40 -0.13 0.40 t' Z �8 Dead Load,Collateral EL 0.05 0.10 -0.05 0.10 Rx 10(" X lob Snow Load,Balanced S 2.39 4.03 -2.39 4.03 ( W Snow Load,Unbalanced Su 1.06 1.09 -1.06 2.83 t o 0 Wind Load Wx -1.53 -1.71 0.13 -1.73 Y Y Wind Load Wx2 -1.45 -0.87 0.05 -0.89 CONTROLLING ASD COMBINATIONS TO i5 Q Wind Load Wz -0.06 -2.19 0.51 -2.15 CONSIDER AT TYPICAL BASES Wind Load Wz2 0.01 -1.36 0.44 -1.32 Max Gravity(kip) 4.54 DL+EL+S i 0.00 0.00 0.00 0.00 Max Uplift(kip) -1.94 0.6DL+Wz 0.00 0.00 0.00 0.00 Max Inward Lateral(kip) -1.46 0.6DL+Wx ax Outward Lateral (kip) 2.57 DL+EL+S (n LL_ W See notes below ADDITIONAL UNFACTORED BASE REACTIONS TO C z CONSIDER AT BASES WITH CABLE ATTACHED _O z Side A Side B ADDITIONAL CONTROLLING ASD COMBINATIONS TO w U 0 Load Case U o Rx(kip) RY(kip) �(kip) Rx(kip) AT BASES WITH CABLE ATTACHED(kiP) RY(kip) Rz(kip) Wind Load Wz -0.51 -2.45 0.60 0.64 -2.32 0.53 Max Gravity(kip) 4.57 DL+EL+S (� Z Q Q z UJ Dead Load,Cable(Wz) DL 0.01 0.02 -0.01 0.02 Max Uplift(kip) -2.19 0.6DL+Wz N I- W 0 L.L 0 z C) Wind Load Wz2 0.68 0.94 0.03 -0.50 0.80 0.01 Max Inward Lateral(kip) -1.46 0.6DL+Wx zZ � o = Dead Load,Cable(Wz2) DL 0.01 0.03 0.01 0.03 ax Outward Lateral(kip) 2.58 DL+EL+S O < < Q lY m � Q OF ItAASS U Q U) Z 0 = _ WORTH �yGM I : W O UNFACTORED ENDWALL COLUMN REACTIONS L a e/ MAXIMUM GRAVITY i 200 LBS CIVIL MAXIMUM NET UPLIFT 380 LBS 1' N0.47740 0 U MAXIMUM HORIZONTAL(MWFRS) i 810 LBS .9 Q MAXIMUM HORIZONTAL(C&C) 1350 LBS j Q/ST SriNNAL Mar 05, 2015 U 1382-268-151 CLEARSPAN STRUCTURE REACTIONS 1 RO (FOR REFERENCE) N.T.S. O S3 1� 10 112" DEVELOPED BY 07/8"TYP. 5 1/4" 4" t 5 3/4" INNER RAFTER CHORD , , TOP COLUMN INSERT 0 13/16"TYP. O -(2X)*1/2"X(SEE CHART) HEX BOLT O O O _ o,INFER INNER RAFTER CHORD ENGINEERING 9ERVICE88 PRODUCTS CO. -(4X)-1/2"WASHER .C.o ' 1 ® ((�..Vi. 1— -4 - 1440,6TH AVENUE SW 'LJI L 1 - DYERSVICLE 1A 52040 - *?X)*1/2" HEX NUT I (� cV 563815.6113 + • J E'583 815.2311 1 114" 81' 1 3/4"� e :587 002 ® ORDER#: ® TRUSS 4 5/8" 5878002 TRUSS � CUSTOMER#: INNER RAFTER CHORD ®� 111700 DETAIL 108420 DETAIL 2"X 3"TUBING CUT 6703372 TO LENGTH IN FIELD ADJUSTABLE 2"X 3" INSERT k COLUMN--,,,, COLUMN COLUMN [110356ALT/110356BALT] 4 -(1X) 1/2"X 2 1/2"HEX BOLT(HINGE BOLT) -(2X) 1/2"WASHER COLUMN -(1X) 1/2"HEX NUT -(2X) 1/4" BOX BOLT(THRU CHORD) -(2X)#14 X 1"TEK SCREW ch �, w O Go w W N o / c 4 00 ADJUSTABLE TOP COLUMN INSERT HEX BOLT LENGTH BASED ON CHORD DIA. -(1X) 1/2"X 2 1/2"HEX BOLT(HINGE BOLT) "X 3"TUBING CUT n -(2X) 1/2"WASHER o COLUMN 1;2 O LENGTH IN FIELD CHORD DIA. HEX BOLT LENGTH _(1X) 112"HEX NUT ° 2.375" 3 1/2" -(2X)3/8"BOX BOLT(THRU CHORD) w w m a 2.875",3.50" 41/2" x 4.0" 5 112" BOTTOM COLUMN INSERT FLUSH MOUNT COLUMN INSERT '' vi -(1X) 1/2"X 5 1/2"HEX BOLT _ 1X 1/4" BOX BOLT THRU COLUMN In i - *5.0" 6 1/2" (2X) 1/2"WASHER ( ) ( ) /2' "FRAMING BRACKET[107923] " 5.0"CHORDS WILL REQUIRE 3/4"HARDWARE -(1X) 1/2" HEX NUT -(6X)#14 X 1"TEK SCREW N VIEW 1: TOP COLUMN INSERT DETAIL VIEW 2: ADJUSTABLE TOP COLUMN VIEW 3: BOTTOM COLUMN VIEW 4: FLUSH MOUNT BOTTOM VIEW 5: 2"X 3" INSERT DETAILS (IF APPLICABLE) INSERT DETAIL INSERT DETAIL COLUMN INSERT DETAIL (IF APPLICABLE) (IF APPLICABLE) (IF APPLICABLE) (IF APPLICABLE) + i Z M J ZZ PURLIN BRACKET BOX BOLT HOLE SIZES& �x (1X) 112"X 1 1/2"HEX BOLT INSTALLATION TORQUE, mu- N wY (2X) 1/2"WASHER (1X) 1/2" HEX NUT BOX BOLT !-TOLE INSTALLATION mu.) wm COLUMN -(4X)#14 X 1"TEK SCREW DIA. DIA. TORQUE 2.0"TELESCOPING 1/4" 1/2" 14 FT-LB mw w oW PURLIN 5/16" 5/8" 18 FT-LB z� 3/8" 3/4" 33 FT-LB z aCO V00 1/2" 13/16" 59 FT-LB 0 o HEADER 5/8" 1 1/8" 140 FT-LB "° HEADER BRACKET 3/4" 1 3/8" 221 FT-LB 1.REFER TO BOX BOLT TECHNICAL DATA FOR MORE J -(SEE CHART) 1/2"X 5 1/2" HEX BOLT INFORMATION IF USING BOX BOLTS oU o -(SEE NOTE) 1/2"WASHER -(SEE NOTE) 1/2"HEX NUT COLUMN o° Zo z -(SEE CHART)#14 X 1"TEK SCREW zgoo 0o 0 a,F UK yF F wZzf ww t'W oF'�i oK FZ NOTE: EVERY BOLT WILL GET(2)WASHERS .3za �a wz 2.375"TELESCOPING PURLIN wo°o so No AND(1)HEX NUT. SEE CHART FOR#OF BOLTS. -(2X)#14 X 1"TEK SCREW* ozmz o0 OF BRACKET #OF BOLTS #OF TEK SCREWS "1X EACH ON OPPOSING FACE qc DRAWING DETAILS SKU FROM THE OTHER v°vc""BY: iz21i i°,NDATE: OGER T. N ALWORTH rt REVISIONS EWHB1P 2 4 CIVIL --4 NO, BY: REVISION DATE: EWHB2P 4 8 .o, N0.47740 =z EWHB3P 6 8 'b, �)IST��' `3 VIEW 6: HEADER BRACKET DETAIL VIEW 7: PURLIN BRACKET DETAIL S/pp T' 4 NOT TO SCALE SHEET SIZE 11X11 (IF APPLICABLE) (IF APPLICABLE) sHEET: Mar 05, 2015 M2 DEVELOPED BY NOTES: FRAME-OUT SCHEDULE EW0 A 5RKFO 1 21 • ALL DIMENSIONS ARE FROM CENTER TO CENTER UNLESS CALL-OUT DESCRIPTION ROUGH OPENING END WL 45RK 10X11R/MN-L/36"VNT COL+1' OTHERWISE NOTED. A 10'-0"X 10'-0" ROLL-UP DOOR 10'-0"X 10'-0" 'ENG'I'NEERING ENGINEERING BERVICES 8 PRODUCTS CO. 144018TH AVENUE SW VAMING FOR WALK DOORS, VENTS,AND ADDITIONAL FRAMING, B 3'-0"X 6'-8"MAN DOOR 38-1/16"X 81-3/8" ENDWALL CONTENT GUIDE. DYER 563 87 123 52040 P:563.875.6113 A • IF REQUIRED,WILL BE CUT IN FIELD USING 2"X 3" RECTANGULAR E.58385.23,1 C 3'-0"X 3'-0" LOUVER VERIFY WWW E6APGO CO. TUBING&107923 OR 11 0356ALT/1 10356BALT INSERTS. [M1] .......COVER SHEET/PART LOCATIONS/LAYOUT ORDER#: DIMENSIONS FOR TELESCOPING PURLIN LOCATIONS ARE APPROXIMATE. [M2] .......CONNECTION DETAILS 5878002 • LOCATIONS CAN BE FIELD ADJUSTED+/- 12" FROM WHAT IS SHOWN. T1 T1 CUSTOMERM 6703372 • FOUNDATION ELEMENTS ARE NOT SHOWN. UNFACTORED ENDWALL COLUMN REACTIONS in x LINE STYLES: MAXIMUM GRAVITY 200 LBS ka COLUMN: MAXIMUM NET UPLIFT 380 LBS HEADER: ------------------- MAXIMUM HORIZONTAL(MWFRS) 810 LBS ° o TELESCOPING PURLIN:—-— M 2"X 3"TUBING:........................................... MAXIMUM HORIZONTAL{C&C} 1350 LBS .................................................................................. 0 W vi cb r W co N cli T1 CZ C3 T1 co ti - 3 � m wC w PB ...........................:....................................................... W o --- - ---- W w m a C1 A3/B2 E PB HB C4 E i -------------- ------------- Q A2/B2 H 1 J 0 U PB PB > 10'-0" o A N Mx A1/B1 231/61 ?LL a- 5'-0" w o F1 F1 �� co DJ F2 F2 o° =x Do � Z Mu WIT oW 6 r Z" o 0 I- 0 co z M J T-4 5/16" T-4 5/16" z Z:2 z LBASE CENTER T 10'-4" 9'-0" 10'-4" BASE CENTER T COLUMN CENTER COLUMN CENTER o D COLUMNS 0 HEADERS O TELESCOPING PURLINS O INSERTS BRACKETS 4"X 4", 13 GA, 1-PLY SQUARE TUBE 4"X 4", 8 GA, 1-PLY SQUARE TUBE 2.0"OD, 11 GA ROUND PIPE TOP COLUMN INSERTS PURLIN BRACKET(118"STEEL PLATE) a° zoo w 2.0(3.5"SQ. TUBE 13116"STEEL PLATE) a z oO w Cl: EWC1P155G13 H1: EWH1P11875G08 A1: 200TP036 PB: 106755 w=z< wW IF C4: EWC1 P161 G13 A2: 200TP050 T1: 106951 �0. �� w' 233: 200TP060 HEADER BRACKET(3116"STEEL PLATE) oz.z o°o N° 4"X 4", 8 GA, 1-PLY SQUARE TUBE BOTTOM COLUMN INSERTS EWHB1 P 2.375"OD, 14 GA ROUND PIPE (3.5"SQ. TUBE/318"STEEL PLATE) HB: DRAWING DETAILS C2: EWC1P222G08 �y DRAWN BY: CREATION DATE Cl EWC1 P228G08 B1: 2375TP050 F1: 111700 R R T. G YPC �i/QRTH REVISIONS: B2: 2375TP085 F2: 108420 CIVIL NO BY: REVISION DATE NO.47740 2 3 9Fa�st�P� � 4 AL NOT TO SCALE SHEET SIZE.11X17 SHEET: Mar 05, 2015 M1 DEVELOPED BY 10 1/2" TOP COLUMN INSERT 07/8"TYP. 5 1/4" 4"— t 5 3/4" 013/16"TYP. INNER RAFTER CHORD O -(2X)"1/2"X(SEE CHART) HEX BOLT INNER RAFTER CHORD - A"G�-aF ENGINEERING SERVICES 6 PRODUCTS CO. -(4X)*1/2"WASHER O �J —s dd18TH VILLVENUE 40 0 0- cV DYER P.56]875.6163040 -(2X) 1/2" HEX NUT I ih F.563,875 ES^`C C 1 1/4" � 8" e ® ORDER M 5 780 2 1 3/4"� 5878002 4 5/8" ® TRUSS q TRUSS CUSTOMER* INNER RAFTER CHORD ®® 111700 DETAIL 108420 DETAIL TO LENGTH nIN FIELD 6703372 ADJUSTABLE 2"X 3" INSERT � Q COLUMN COLUMN--,,, COLUMN [110356ALT/110356BALT] -(1X) 1/2"X 2 1/2"HEX BOLT(HINGE BOLT) � (2X) 1/2'WASHER m (1X) 1/2" HEX NUT N ch b COLUMN (2X) 1/4"BOX BOLT(THRU CHORD) a o rn (2X)#14 X 1"TEK SCREW w ^ In W N • C 0 M ADJUSTABLE TOP COLUMN INSERT m HEX BOLT LENGTH BASED ON CHORD DIA. -(1X) 1/2"X 2 1/2"HEX BOLT(HINGE BOLT) 2"X TUBING CUT n U -(2X) 1/2"WASHER ° COLUMN TO LENGTH IN FIELD c W o UJI CHORD DIA. HEX BOLT LENGTH -(1X) 1/2" HEX NUT ° ° W n o 0 2.375" 3 1/2" -(2X)3/8" BOX BOLT(THRU CHORD) ro CL 2.875",3.50" 41/2" n _ BOTTOM COLUMN INSERT ^'l-0%ll � 4.0" 5 1/2" FLUSH MOUNT COLUMN INSERT -(1X) 1/2"X 5 1/2" HEX BOLT _(1X) 1/4" BOX BOLT(THRU COLUMN) no i "5.0" 6 1/2" -(2X) 1/2"WASHER 2"X 3"FRAMING BRACKET[107923] ' 5.0"CHORDS WILL REQUIRE 3/4" HARDWARE -(1X) 1/2" HEX NUT -(6X)#14 X 1"TEK SCREW N VIEW 1: TOP COLUMN INSERT DETAIL VIEW 2: ADJUSTABLE TOP COLUMN VIEW 3: BOTTOM COLUMN VIEW 4: FLUSH MOUNT BOTTOM VIEW 5: 2" X 3" INSERT DETAILS (IF APPLICABLE) INSERT DETAIL INSERT DETAIL COLUMN INSERT DETAIL (IF APPLICABLE) 0 (IF APPLICABLE) (IF APPLICABLE) (IF APPLICABLE) M J 0K PURLIN BRACKET BOX BOLT HOLE SIZES & Ex! r �N -(1X) 1/2"X 1 1/2" HEX BOLT INSTALLATION TORQUE, Y°a N WY -(2X) 1/2"WASHER w N mY w oz -(1X) 1/2" HEX NUT BOX BOLT HOLE INSTALLATION Ln Do°o COLUMN -(4X)#14 X 1"TEK SCREW DIA. DIA. TORQUE X �3 0 '� 1/4" 1/2" 14 FT-LB m w IT OW 2.0"TELESCOPING PURLIN 5/16" 5/8" 18 FT-LB oI, 3/8" 3/4" 33 FT-LB z a U� 1/2" 13/16" 59 FT-LB 0 o HEADER 5/8" 1 1/8" 140 FT-LB ov z 3/4" 1 3/8" 221 FT-LB HEADER BRACKET " 1.REFER TO BOX BOLT TECHNICAL DATA FOR MORE 2 ? -1 -(SEE CHART) 1/2"X 5 1/2" HEX BOLT': INFORMATION IF USING BOX BOLTS o0 o F -(SEE NOTE) 1/2"WASHER gQ v¢y -(SEE NOTE) 1/2"HEX NUT COLUMN 2 3goo. ~Y Z -(SEE CHART)#14 X 1"TEK SCREW °m = o°o wa z42 ww- �LU C=OQ o W �w i- oo! Z wZ NOTE: EVERY BOLT WILL GET(2)WASHERS 2.375"TELESCOPING PURLIN uzmz 10. 00 AND (1)HEX NUT. SEE CHART FOR#OF BOLTS. -(2X)#14 X 1"TEK SCREW* OF Mq~` DRAWING DETAILS BRACKET #OF BOLTS #OF TEK SCREWS F EACH ON OPPOSING FACE R �0I + DRAWN BY: CREATION DATE: SKU FROM THE OTHER ER T. N rvc 1122/2015 � EWHB1P 2 4 AIWORTH REVISIONS: NO. BY: REVISION DATE: CIVIL rn EWHB2P 4 8 No.47740 z EWHB3P 6 8 T ' `�b QISEP� � a VIEW 6: HEADER BRACKET DETAIL VIEW 7: PURLIN BRACKET DETAIL ut sHEET: NO E 9PEETSZE Mar 05, 2015 „x" (IF APPLICABLE) (IF APPLICABLE) ET: L2 OEVElOPEO 6Y NOTES: Fa,o,nnE.OUTS�HEDULE EW045RKF0112D • ALL DIMENSIONS ARE FROM CENTER TO CENTER UNLESS CALL-OUT DESCRIPTION ROUGH OPENING OTHERWISE NOTED. A 10'-0"X 10'-0" ROLL-UP DOOR 10'-0°x 10'-0° END WL 45RK (2)10XR&L/MN-R/36"VNT COL+1' ENGINEERING SERVICES 6 PRODUCTS CO. I" ISTH AVENUE SW • ENDWALL CONTENT GUIDE. DYER M387 IA 520d0 FRAMING FOR WALK DOORS, VENTS,AND ADDITIONAL FRAMING, B 3'-0"X 6'-8"MAN DOOR 38-1 16"X 81-3/8" P.5VILLE.8113 Ir REQUIRED,WILL BE CUT IN FIELD USING 2"X 3" RECTANGULAR F:5638752317 TUBING&107923 OR 11 0356ALT/1 10356BALT INSERTS. C T-0"X T-0" LOUVER VERIFY [L1] .......COVER SHEET/PART LOCATIONS/LAYOUT ORDER#:WWW.ESAPCO CO. • DIMENSIONS FOR TELESCOPING PURLIN LOCATIONS ARE APPROXIMATE. [L2] .......CONNECTION DETAILS 5878002 LOCATIONS CAN BE FIELD ADJUSTED+/- 12" FROM WHAT IS SHOWN. CUSTOMER#: • FOUNDATION ELEMENTS ARE NOT SHOWN. T1 T1 6703372 UNFACTORED ENDWALL COLUMN REACTIONS in x LINE STYLES: MAXIMUM GRAVITY 200 LBS � COLUMN: MAXIMUM NET UPLIFT 380 LBS HEADER: ------------------- TELESCOPING PURLIN:—-— ......•••• •••• ........................... MAXIMUM HORIZONTAL(MWFRS) 810 LBS 0 2"X 3"TUBING:........................................... MAXIMUM HORIZONTAL{C&C) 1350 LBS O o C w ro 1 T C3 06 W N C2 00 ................................................................................... M T 1 T 1 0 3 m U C W lz © O >A W W En Er ca I.Q., _ E j ai Cl HB PB HB Cl i ------------- --------------- -------------- ------------- rn Q H 1 A2/62 Hl 0 0 z Z ...................................... PB a i 10'-0" OA J 0 oir a— a Al/B1 tt0 Uw B w Al V1 U, ow VC U)( U3 DO F1 F1 F1 F1 Mu Nv �W 6" w�, ° _� ° 3 ¢M J T-4 5/16" om z T-4 5/16" 10'-4" 9'-0" 10'-4" BASE CENTER T LBASE CENTER T COLUMN CENTER z a U COLUMN CENTER g oU 0 COLUMNS HEADERS 0 TELESCOPING PURLINS O INSERTS BRACKETS e Q - o az a 4"X4", 13 GA, 1-PLY SQUARE TUBE 4"X4", 8 GA, 1-PLY SQUARE TUBE 2.0"OD, 11 GA ROUND PIPE TOP COLUMN INSERTS PURLIN BRACKET(118"STEEL PLATE) o° Zo w (3.5"SQ. TUBE/3116"STEEL PLATE) 92 = 0w w Cl: EWC1P16lG13 H1: EWH1P11875G08 A1: 200TP036 PB: 106755 MW 04 wW � 4"X 4" 8 GA, 1-PLY SQUARE TUBE A2: 200TP050 T1: 106951 ( I�°-ix« or w> HEADER BRACKET 3/16"STEEL PLATE) �zmZ °o .v 2.375"OD, 14 GA ROUND PIPE BOTTOM COLUMN INSERTS C2: EWC1 P228G08 (3.5"SQ. TUBE/318"STEEL PLATE) HB: EWHB1 P �F `S DRAWING DETAILS B 1: 2375TP050 his,Y DRAWN BY: CREATION DATE: E R T. G VPC 112212015 B2: 2375TP085 F1: 108420 twoRTH N REVISIONS: , CIVIL NO. BY: REVISION DATE: i No.47740 2 �Q 9 9F�ISTEP a v�SIONAL NOT TO SCALE SHEET SIZE 1W7 SHEET: Mar 05, 2015 L1 DEVELOPED BY FOUNDATION NOTES: • REFER TO FOUNDATION DRAWINGS BY VECTOR ENGINEERS. ENGANEERINC SERVIDES 6 PRODUCTS CO. 164018TH AVENUE BW DYERSVILLE,IA 52060 1 4 F:563 75 2317 • FOUNDATION MUST MEET THE BUILDING REACTION DATA SHOWN BELOW. W .ESAPCO OOM ORDER#: • SEE ENDWALL DRAWINGS FOR ENDWALL REACTIONS (IF APPLICABLE). 5878002 CUSTOMER#: 6703372 n n 10 p rA Ch UNFACTORED BASE REACTIONS 1 O W m See notes below � W TO CONSIDER AT TYPICAL BASES W m N r � O N Side A Side B m CO Load Case - a � Rx (kip) Ry (kip) Rx (kip) Ry (kip) 0 n En W w o w Dead Load, Self Weight DL 0.13 0.40 -0.13 0.40 L a o p W try Dead Load, Collateral EL 0.05 0.10 -0.05 0.10 K X � i a Snow Load, Balanced S 2.39 4.03 -2.39 4.03 ui ZI ED Snow Load, Unbalanced Su 1.06 1.09 -1.06 2.83 z m n Wind Load Wx -1.53 -1.71 0.13 -1.73 Ry Ry Wind Load Wx2 -1.45 -0.87 0.05 -0.89 CONTROLLING ASD COMBINATIONS TO Wind Load Wz -0.06 -2.19 0.51 -2.15 CONSIDER AT TYPICAL BASES Wind Load Wz2 0.01 -1.36 0.44 -1.32 Max Gravity (kip) 4.54 DL+ EL+ S LU 0.00 0.00 0.00 0.00 Max Uplift (kip) -1.94 0.6DL + Wz o oU. n D.U) 0.00 0.00 0.00 0.00 Max Inward Lateral (kip) -1.46 0.6DL + Wx no N� � 1n LU Max Outward Lateral (kip 2.57 DL+ EL + S IX0 °x X° `See notes below ADDITIONAL UNFACTORED BASE REACTIONS TO IX~ Na NX CONSIDER AT BASES WITH CABLE ATTACHED ZP- 000 Side A Side B ADDITIONAL CONTROLLING ASD COMBINATIONS TO Z o CO Load Case o M Rx (kip) Ry (kip) Rz (kip) Rx (kip) Ry (kip) Rz (kip) CONSIDER AT BASES WITH CABLE ATTACHED o� � a Wind Load Wz -0.51 -2.45 0.60 0.64 -2.32 0.53 Max Gravity (kip) 4.57 DL + EL + S o Z Dead Load, Cable (Wz) DL 0.01 0.02 -0.01 0.02 Max Uplift (kip) -2.19 0.6DL+ Wz ZO ° Wind Load Wz2 0.68 0.94 0.03 -0.50 0.80 0.01 Max Inward Lateral (kip) -1.46 0.6DL+ Wx M j zo LLama 0 I IX J(7 Dead Load, Cable(Wz2) DL 0.01 0.03 -0.01 0.03 Max Outward Lateral (kip 2.58 DL+ EL+ S W=W� wW �? �o 0 O�LLC O� W� UZ�LL U� tnm Notes: OF M4 , DRAWING DETAILS a. The above Reaction Data should be combined as required by the Load Combinations from IBC or other applicable code. �oyY DRAWN BY: CREATION DATE: R T. G SMN 117 12015 b. The Reaction Data is for a building that represents a low hazard to human life in the event of a failure. Examples of such are agricultural buildings, unoccupied A WORTH % REVISIONS: NO. BY; REVISION DATE: private buildings, unoccupied storage buildings, or temporary buildings. A building is considered "unoccupied"when employees are typically in the building only CIVIL ci 1 ,JE 1127/15 to move materials in and out (no permanent workstations)and it is not open to the public. 9 0 47740 3 C. The Reaction Data is for a building that has both endwalls closed or has the same area of openings in each endwall. 1ST a L NOT TO SCALE SHEETSIZE:11X11 SHEET: Mar 05, 2015 �� DEVELOPED BY *REFER TO SHEET[Cl] FOR BAY NUMBERING 10" _ NOTE: REFER TO SHEET[F1] BAY NUMBER* A RAFTE7 SPACING 5 FOR WINCH PLATE LOCATIONS. 8'-0" ENGINEERING SERVICEB 8 PRODUCTS CO. 011/16"TYP. 1dY R VI AVENUE SW OYERSVILLE NUES0 P:563.815.6113 P:563 875 2317 N W W W.ESAPCO.COM ORDER A: —� — — <��> 5878002 CUSTOMER k: 6703372 A _ A 3 3/4" ISOMETRIC VIEW 7 1/2" TOP VIEW �/ o 0 0 0 0 ro 0 0 0 0 o 0 0 0 o p WP1004WS DETAILS (IF APPLICABLE) Q W 1 '7 w 0 0 0 �W N co W _M 6" j 1 11/16" 0 n I RAFTER w aLug o En CC to TYP. END BAY TYP. MID BAY > a Q`n $ I d rn m o - } LL ~ ISOMETRIC VIEW ui 'v CV� c3' w �' 0 13/16 TYP. o Zg TYP. " Lo m W W 5"TYP. o °N W F- L m < I Q ¢ TOP VIEW Y°CD xm N w� BP061 E DETAILS u° o. �v °x D. �F_ w �a w� I 0 0.0 Z 00 Q'? fA 0 z0M J o Uv F 6 J_ o w 11 I RAFTER e I I as Ou N O } 0 13/16"TYP. �a o FY W I ISOMETRIC VIEW °ate°a o°o F- I w w td `. Ow /W. Q� co ~' UZ_' UG Nf� O O o 0 + I + ._ I O tjT �OF�� `` DRAWING DETAILS I O 0 _ a `(J DRAWN BY: CREATION DATE: SMN 117/2015 0 O O O Q o O 0 O (V ER �� REVISIONS: O A{w0R H NO, BY: REVISION DATE: p O O O 21/2" CIVIL to 1 JJE 1127/15 TYP. N0.47740 0 2 5"TYP. 9krQ 3 FQIST =4 TOP VIEWStQNAL NOT TO SCALE SHEET SIZE 11X17 z SHEET: BP061 M DETAILS Mar 05, 2015 H1 DEVELQPEQ BY p i NOTES: F SHACKLE ENGINEERING SERVICES d PRODUCTS CO. 144018TH AVENUE SW • RAFTER VIEW SHOWN REPRESENTS TYPICAL CABLE SPAN LABELS TYPICAL CABLE ASSEMBLY DYERSVILLE 2382040 P:S6J 875.6113 F:561.875 2317 • '' TO ILLUSTRATE LOCATIONS OF SPANS IN THE TABLE. THE CABLE ® WWN.ESAPCO.GOM PATTERN SHOWN MAY NOT FULLY MATCH THE SPECIFICS FOR THIS ORDER PROJECT. 5878002 INNER RAFTER CHORD CUSTOMER#: • CABLE PATTERN REPEATS ON OPPOSITE SIDE OF q UNLESS NOTED 6703372 OTHERWISE. • CABLE IS NOT PRESENT IN BAY NUMBERS NOT LISTED IN TABLE. t o � E [G3] VIEW 2 - TYPICAL CABLE o CONNECTION DETAIL 3 D __ . . ._., v_.__.___ _ �b�..ti. �_ ._ ...._ �.�__ OW m o Cb W m N "REFER TO SHEET[Cl] FOR BAY NUMBERING C 6 00 1/2"TURNBUCKLE r m CABLE ASSEMBLY SKU'S V o m BAYNUMBER* SPAN A' SPAN B' SPAN'C' SPAN D' SPAN E' B 3/8"THIMBLE(TYP.) v uj 1 and 10 CAB38T1 C0901 CAB38T1 C0911 CAB38T1 C0904 CAB38T1 C0907 CAB38T1 C0904 o 2 and 9 CAB38T1C0901 CAB38T1C0911 CAB38T1C0904 N/A N/A 3/8"SLEEVE (TYP.) W W m a A >A Z) T Ui > 3/8 "CABLE 0 Q rn m G3 VIEW 1 - CABLE SKU PER SPAN [G3] VIEW 3 - TYPICAL [ ] CABLE ASSEMBLY STANDARD CONN. BOLT ALSO HOLDS PLATE SWAY CABLE REPEATS DOWN LENGTH OF BUILDING AT LOCATIONS SHOWN BELOW 108979 SWAY CABLE CONN. PLATE SWAY CABLE CONNECTION AT LATERAL BRACES 1/2"TURNBUCKLE(JAW-JAW) Do CD 2 co o LL O W f 1 SWAY CABLE ASSEMBLY 3/16"SLEEVE (TYP.) �� o� Ix I� Do UN UX UO m60 1/4"SHACKLE (TOP CHORD ONLY) NOTE: NO SWAY CABLE FROM TOP CHORD OF END RAFTERS SEGMENT 3/16"THIMBLE(TYP.) z 0 CO DUE TO ANGLED BRACE. DO 6M 110665 SHOWN 3/16"CABLE x° o- NOTE: USE [110664]WITH ~ u, CABLES IN ONE DIRECTION. ; [G3] VIEW 6 - TYPICAL SWAY z J a SWAY CABLE AT THESE LATERAL BRACES 1/4"SHACKLE (TYP.) CABLE ASSEMBLY oo N °� SWAY CABLE AT THESE SPLICES 20 �Y o LATERAL BRACE E 0aQW 0,0 w� `REFER TO SHEET[Cl] FOR BAY NUMBERING SWAY CABLE CONNECTION AT SPLICES Fo= �- ~J OUTER RAFTER NOTE: SWAY CABLE IS NOT �° �� Wa SWAY CABLE ASSEMBLY SKU'S CHORD REQUIRED FROM THE TOP CHORD INNER RAFTER c:,0,z�°LL BAY NUMBER* SWAY CABLE SKU OF THE END RAFTERS CHORD 1 - 10 CABS19T16JC0710 ��N OF MASS DRAWING DETAILS �,Y DRAWN BY: CREATION DATE: SWAY CABLE ASSEMBLY SKU'S AT SPLICES sMN IONS: TYPICAL SWAY CABLE E m REVISIONS: 1 - 10 CABS19T16JC0705 ASSEMBLY- ALWORTH CIVIL NO. BY: REVISION DATE: TURNBUCKLE 1 JJE 1127115 ATTACHES DIRECTLY No.47740 z TO 108979 PLATE 3 (BOTTOM CHORD ONLY) �tS7E 4 SEGMENT $tpNJ1L 108979 SWAY CABLE CONN. PLATE NOT TO SQ3LE SHEET SIZE i,X,1 SHEET: [G3] VIEW 4 - SWAY CABLE LOCATIONS [G3] VIEW 5 - SWAY CABLE DETAILS Mar 05, 2015 G3 DEVELOPED BY OUTER RAFTER CHORD SEGMENT(END) OUTER CHORD BRACE PLATE: PER CONNECTION PLATE(TYP.): -(2X)[PT065RKCPBOCS] ENGINEERING 18TH AVENUE PRODUCTS CO. 1ad0 18TH AVENUE SW PER CONNECTION PLATE TYP. INNER RAFTER CHORD DYER 5878 56113°0 -(2X) 1/2"X 2 1/4" HEX BOLT(A325) (TYP.): E 5676,52717 • ' " -(4X) 1/2"WASHER(STRUCTURAL) -(4X) 1/2"X 2 1/4"HEX BOLT(A325) ESAPCO COM ap -(2X) 1/2" NUT(STRUCTURAL) -(8X) 1/2"WASHER(STRUCTURAL) ORDER#: -(4X) 1/2"NUT(STRUCTURAL) PER X) RA E X1P AT SCREW 5878002 CUSTOMER#: SEGMENT(END) 6703372 SUPPORT BASE(END) SEGMENT(MID) SEGMENT(MID) 60° to x SEGMENT(END) (TYP. o SIDE VIEW INNER CHORD BRACE PLATE: -(2X)[107777] ° ° ° ° 0 1 PLATES SHOULD BE POSITIONED 30 DEGREES w � ob NOTE: BOLTS ARE TOP DOWN NOTE: BOLTS ARE TOP DOWN FROM CENTER OF FRONT OF CHORDS L w N G2 VIEW 1 - END SPLICE [G2] VIEW 2 - MID SPLICE [G2] VIEW 3 - BRACE PLATES ( — M [ (SEGMENT )TO SEMENT (SEGMENT TO SEGMENT) (SUPPORT BASE TO SEGMENT) o Lu w D _ c w _ SEGMENT TAB w En ° ti m a ANGLED BRACE _ PER BRACE PLATE(TYP.): 1/4"SHACKLE (TYP.) m ti -(8X)#14 X 1"TEK SCREW ENT(END) -(2X) 1/2"WASHER -(2X) 1/2" NUT SWAY CABLE CONNECTION PLATE ^'l-All., [110665" MID RAFTERS/110664 END RAFTERS] -(1X) 1/2"X 1 1/2" HEX BOLT(A325) rn m LATERAL BRACE I "NOTE: REPLACE WITH [110664]WHEN -(2X) 1/2"WASHER(STRUCTURAL) (N/A ON END RAFTER) ° BUILDING IS 3 BAYS. NO SWAY CABLE -(1X) 1/2"NUT(STRUCTURAL) SEGMENT BRACE PLATE[107777] (A,*S PLATE AT MID RAFTERS WHEN BUILDING LATERAL BRACE IS 2 BAYS. OUTER RAFTER CHORD 2-WAY CABLE CONNECTION PLATE [107800*"] SEGMENT(MID) (IF APPLICABLE) ANGLED BRACE 60° (END) **N OTE: USE[107801]WHERE CABLES ARE SEGMENT(END) (TYP.) ON BOTH SIDES OF RAFTER W INNER RAFTER CHORD o zg SIDE VIEW 1/2"SHACKLE(TYP.) Co s� I, ay E In tt� U7 ILI ° ° ° ° INNER RAFTER CHORD -(2X)3/8" U-BOLT AROUND CHORD �� oP PLATES SHOULD BE POSITIONED 30 DEGREES -(4X)3/8"WASHER mY =a u, Y FROM CENTER OF FRONT OF CHORDS -(4X)3/8" NUT 00 In IX =1 ox F0 Do [G2] VIEW 4 - BRACE PLATES [G2] VIEW 5 - LATERAL BRACE [G2] VIEW 6 - ANGLED RACE (SEGMENT TO SEGMENT) CONNECTION CONNECTION ow .. .... • NOTE:VERIFY ROUGH OPENING PRIOR TO CUTTING TUBE. � <M o ZM OUTER RAFTER CHORD NOTE:THIS VIEW IS GENERIC TO ILLUSTRATE MAN DOOR FRAMING w CONNECTIONS. RAFTER STYLE AND/OR OTHER DETAILS MAY NOT FULLY 0— w SEGMENT =_ MATCH THE SPECIFICS FOR THIS PROJECT. SEE OTHER SHEETS FOR ORDER z c SPECIFIC DETAILS. o INNER RAFTER CHORD PER END OF 2"X 3"TUBE (TYP.): -(2X)3/8"BOX BOLT THROUGH CHORD -(1X)107923 (FRAMING BRACKET) oz w U-BOLT BRACE -(6X)#14 X 1"TEK SCREW o o FY o SEGMENT(MID) 101 2 J21 0000 ANGLED BRACE =W= W F-o W oKwz �K WZ 2"X 3"TUBING CUT w TO LENGTH IN FI LATERAL BRACE ��kk OF AS DRAWING DETAILS PER END OF U-BOLT BRACE (TYP.): SEGMENT(END) -(2X)3/8" U-BOLT AROUND CHORD DOOR FOOTER FOR R R T y DRAWN BY: CREATION DATE: sMN lmzois - 2X 3/8" U-BOLT AROUND CHORD SEGMENT -(4X)3/8"WASHER HELICAL FRAMING REVISIONS: ( ) -(4X)3/8" NUT [111713] (IF APPLICABLE) (WORTH , -(4X)3/8"WASHER CIVIL. � NO. BjjE REVISION DATE: No.47740 -(4X)3/8" NUT 3 a S/�u NOT TO SCALE SHEET SIZE:11X1] [G2] VIEW 7 - BOTTOM ANGLED BRACE [G2] VIEW 8 - U-BOLT BRACE CONNECTION [G2] VIEW 9 - SIDE DOOR SHEET: CONNECTION (IF APPLICABLE) DETAIL (IF APPLICABLE) Mar 05, 2015 G2 DEVELOPED BY DETAIL LOCATION CALL-OUTS -(2X) 1/2"WASHER � END RAFTERS: -(2X) 1/2" NUT WINCH ENGINEERING SERVICES 6 PRODUCTS CO. [G2]VIEW 3-BRACE PLATES(SUPPORT BASE TO SEGMENT) DYER 18TH LE IA 52 40 DYERS 387.1152040 F:563.8752317 MID RAFTERS: SUPPORT BASE P 5638766„3 VNN`N.ESAPOO.GOM MI TYP. CABLE ASSEMBLY ORDER#: (IF APPLICABLE) 5878002 CUSTOMER#: 0 6703372 PTBS001 (IF APPLICABLE) ,� x -(1X)3/4”X 2 3/4"HEX BOLT(A325) \' -(2X)3/4"WASHER(STRUCTURAL) 1/2"SHACKLE o -(1X)3/4"NUT(STRUCTURAL) 0 8 0 (IF APPLICABLE) m o END BASE PLATE O W r m ob W N C GND ® [G1] VIEW 1 - BASE TO SUPPORT 0 - BASE CONNECTION (END) (IF APPLICABLE) �� W o W a NOTE: IF COVER IS TO BE INSTALLED USING ONLY THE POCKET W w m Ir ABOVE THE BASE FOR TENSIONING, TWO(2)WINCHES WILL BE , i USED AS SHOWN. IF COVER IS TO BE INSTALLED USING BOTH u, THE POCKET ABOVE AND THE POCKET BELOW THE BASE FOR END RAFTERS: TENSIONING, ONLY ONE (1)WINCH WILL BE ATTACHED TO BASE m o [G2]VIEW 1 -END SPLICE (SEGMENT TO SEGMENT) AND ONE(1)ADDITIONAL SECURING METHOD WILL BE USED SUPPORT BASE z [G2]VIEW 4-BRACE PLATES(SEGMENT TO SEGMENT) BELOW BASE. MID RAFTERS: -(2X) 1/2"WASHER [G2]VIEW 2-MID SPLICE(SEGMENT TO SEGMENT) -(2X) 1/2" NUT (TYP.) WINCH END BAYS: TYP. CABLE ASSEMBLY [G2]VIEW 6-ANGLED BRACE CONNECTION (IF APPLICABLE) MID BAYS: -(1X)3/4"X 2 3/4" HEX BOLT(A325) PTBS001 2 N/A -(2X)3/4"WASHER(STRUCTURAL) (IF APPLICABLE) aCoo og CD �zw ALL RAFTERS; -(1X)3/4" NUT(STRUCTURAL) } tt� V= G2 VIEW 5-LATERAL BRACE CONNECTION ° �U. a� [ ] 1/2"SHACKLE (IF APPLICABLE) o wY 'O rY �o END BAYS; MID BASE PLATE =v =x in r~o nH N� aia [G2]VIEW 7-BOTTOM ANGLED BRACE CONNECTION [G1] VIEW 2 - BASE TO SUPPORT BASE w N MID BAYS: CONNECTION (MID) �, N/A ; 0 6 M Q Q O:2 ~ W END RAFTERS: r U N [G1]VIEW 1 -BASE TO SUPPORT BASE CONNECTION (END)(IF APPLICABLE) -(2X) 1/2"WASHER Q MID RAFTERS: -(2X) 1/2" NUT [G1]VIEW 2-BASE TO SUPPORT BASE CONNECTION (MID) Z I rn WINCH az ~ mo o Y ALL BAYS: I I °ah o°o 0 ?.�J� OQ_' w� [G1]VIEW 3-WINCH PLATE CONNECTION (IF APPLICABLE) a Gaut �m w=WO wW F J_ Oct: wQ X0.0 j0 =W c)Z.-LL Uo rnG OF Mq DRAWING DETAILS DETAILS WITH LOCATION CALL-OUTS NOT SHOWN ON THIS SHEET: �y DRAWN BY: CREATION DATE: [G2]VIEW 8- U-BOLT BRACE CONNECTION (IF APPLICABLE) WP1004WS ER T. G sMN [G2]VIEW 9-SIDE DOOR DETAIL(IF APPLICABLE) WORTH -4 REVISIONS: ONS: [G3]VIEW 1 -CABLE SKU PER SPAN CIVIL NO, BY: REVISION DATE: 1 JJE 1/27115 [G3]VIEW 2-TYPICAL CABLE CONNECTION DETAIL N0.47740 [G3]VIEW 3-TYPICAL CABLE ASSEMBLY k,Q 3 [G3]VIEW 4-SWAY CABLE LOCATIONS 9FatSZ�P a [G3]VIEW 5-SWAY CABLE DETAILS S1pNAL NOT TO SCALE SHEET SIZE 11X17 [G3]VIEW 6-TYPICAL SWAY CABLE ASSEMBLY [G1] VIEW 3 - WINCH PLATE SHEET: CONNECTION (IF APPLICABLE) Mar 05, 2015 G1 DEVELOPED SY Lw NOTE: REFER TO SHEET[E1] FOR FRONT PROFILE OF BRACE LOCATIONS &SHEET[Cl] FOR PLAN VIEW OF DOOR LOCATIONS(APPLICABLE). ENGINEERING SERVICES 6 PRODUCTS CO. 161018TH AVENUE SW DYERSVILLE.IA 52060 P:583.875.6113 f f '563.8751317 W W W.ESAPCO.COM ORDER M 5878002 CUSTOMER#: 6703372 n n 10 CO � U O O01 W O CD BACK OF STRUCTURE FRONT OF STRUCTURE o_ N W _M 0 1n U wC t tz > i! x W w to 0 no a. CC In Eri > BAY NUMBERS: 10 9 8 7 6 5 4 3 2 1 ED i Q rn � LEFT SIDE VIEW 0 co o O F-IL ay uO co y LL N W OC IX xx W W 0 W x ~� Hoo ?w Ulfl UX VO m0 KL, IY X Ill In Z r- O 000 S Z a a0 0 <C? C O M U V FRONT OF STRUCTURE BACK OF STRUCTURE ZO OU 20 lo Y � 0.0 00 LL zm,E UK w0 �Q�Ni wm �Foi �W ra �z °w ww yN OF SS DRAWING DETAILS BAY NUMBERS: 1 2 3 4 5 6 7 8 9 10 f+1 �, DRAWN BY: CREATION DATE: OGSMN 1/7/2015 L7 ALWORTH r�1 REVISIONS: CIVIL NO. BY: REVISION DATE: � 1 JJE N0.47740 t4H 1127/15 NOTE:WINCH PLATES (IF APPLICABLE)TO BE CENTERED ` SSlpN� NOT TOSCALE SHEETSIZE 11%17 BETWEEN RAFTERS, UNLESS NOTED OTHERWISE. RIGHT SIDE VIEW SHEET: Mar 05, 2015 F1 "NOTE LOCATION OF LB'S FOR PROPER SEGMENT ORIENTATION. DE ELOPED BY AB SPLICE AB AB SPLICE ENGINEERING SERVICES d PRODUCTS CO. 1" 18TH AVENUE SW LB = LATERAL BRACE (SKU: LB28G14STL096) DYER 56387 IA 52040 • P.563 875,6113 52 C F:583 875.2317 • AB = ANGLED BRACE (SKU: A13281314SUL096) WWW ESAPCO COM AB AB BAB = BOTTOM ANGLED BRACE (SKU: AB28G14SCLU96) ORDER#:5878002 LB LB LB CUSTOMER#: • SPLICE: SEE DETAIL SHEET [G2] 6703372 LB PT045RPSO4SME LB x Q AB AB o � a, m � b 0 th W LB LB m m o Ob AB BAB �m m N o 00 SPLICE PT045RPS05SLE PT045RPS05SRE SPLICE cl V n En U C U p O W w ci LB LB a in j u i ca PT045RCS01SBEL PT045RCS01SBER m BP061 E BP061 E [E1] VIEW 1 - FRONT PROFILE (END RAFTER) "NOTE LOCATION OF LB'S FOR PROPER SEGMENT ORIENTATION. SPLICE SPLICE p Z� 00 0 O HLL • LB = LATERAL BRACE (SKU: LB281314STL096) #� irN p U7 YLL N of to to O~ • SPLICE: SEE DETAIL SHEET [G2] =Y D° =Y U�3 UX UO D. w c, F p F N LB u1H N� cna LB LB wr- PT045RPSO4SMM o.0 Z a 00 Uv LB LB o zM ov U< H Z LB LB ZOUO r w ¢z J �O o aY LL PT045RPS05SLRM PT045RPS05SLRM SPLICE SPLICE wMO: wW �L Fo w HKu-K �K wLL Uz.1 �j�{OF DRAWING DETAILS LB C Y~ DRAWN BY: CREATION DATE: LB GE T - sMN 1M20 IS AWORTH REVISIONS: - NO. BY: REVISION DATE: ch PT045RCS01SBM PT045RCS01SBM CIVIL 0 1 JJE 1127115 NO.47740 a2 3 4 BP061 M BP061 M Sl01,1AL 2 NOT TO SCALE SHEET SIZE:11X17 SHEET: [E1] VIEW 2 - FRONT PROFILE (MID RAFTER) Mar 05, 2015 E1 ITEM DESCRIPTION MATERIAL BOX BOLT HOLE SIZES & INSTALLATION TORQUE, DEVELOPED BY A SUPPORT BASE BOX BOLT DIA. HOLE DIA. INSTALLATION TORQUE ~ OUTER CHORD GALV. RND. STEEL TUBE-0 2.375" - 14 GA 1/4" 1/2" 14 FT-LB INNER CHORD GALV. RND. STEEL TUBE -0 2.375" - 11 GA 5/16" 5/8" 18 FT-LB ENGINEERING SERVICES 4 PRODUCTS CO. I" 18TH AVENUE SW WEB STRAIGHT GALV. RND. STEEL TUBE -0 1.00"- 14 GA 3/8" 3/4" 33 FT-LB DYER 6152040 P'56387 5.6113 F.5634151317 WEB ANGLED GALV. RND. STEEL TUBE-0 1.00"- 14 GA 1/2" 13/16" 59 FT-LB ORDER#WVwESAPCOCOM CONNECTION PLATES STEEL PLATE, 1/2"THICK 5/8" 1-1/8" 140 FT-LB 5878002 GUSSETS STEEL PLATE, 3/8"THICK 3/4" 1-3/8" 221 FT-LB CUSTOMER#: PIVOT PLATE (CHORD) STEEL PLATE, 3/8"THICK 1.REFER TO BOX BOLT TECHNICAL DATA FOR MORE INFORMATION IF USING BOX BOLTS 6703372 PIVOT PLATE (ROUND) STEEL PLATE, 1/2"THICK In k B&C SEGMENT t, OUTER CHORD GALV. RND. STEEL TUBE-0 2.375" - 14 GA IN 4 � INNER CHORD GALV. RND. STEEL TUBE-0 2.375" - 14 GA m o WEB STRAIGHT GALV. RND. STEEL TUBE-0 1.00"- 14 GA o WEB ANGLED GALV. RND. STEEL TUBE-0 1.00"- 14 GA w T m ob WEB END ANGLED - SEG B GALV. RND. STEEL TUBE - 1.25"- 14 GA w a co CONNECTION PLATES STEEL PLATE, 1/2"THICK H °- CO GUSSETS STEEL PLATE, 3/8"THICK D BASES 0 �a ~ HORIZONTAL STEEL PLATE, 1/2"THICK w VERTICAL (ROUNDED) STEEL PLATE, 3/8"THICK w m °v Er THREADED STUD CFL FULLY THREADED STUD - 1/2"-13 x 1" F2 , ` a GUSSETS STEEL PLATE, 3/8"THICK . Z) E BOLTS to i BASE HINGE 3/4"X 2-3/4" HEX BOLT (A325) CONNECTION PLATES 1/2"X 2-1/4" HEX BOLT (A325) BRACE PLATES #14 X 1" TEK SCREW BRACING U-BOLTS 3/8" U-BOLT BRACING BOLTS 1/2"X 1-1/2" HEX BOLT(A325) e F BRACING C F1 LATERAL BRACING END GALV. RND. STEEL TUBE -02.875" - 14 GA W F2 LATERAL BRACING MID GALV. RND. STEEL TUBE -02.875" - 14 GA o Za Do ow F3 ANGLED BRACING GALV. RND. STEEL TUBE -02.875" - 14 GA F1 0 1,h F4 BOTTOM ANGLED BRACING GALV. RND. STEEL TUBE -02.875" - 14 GA =° 6i N' Y U_ THREADED STUD PLATE 1/4" PLATE W/ 1/2"X 2" STUDS G CABLE ASSEMBLY �Y oo oc B mw DGo D� D� ox oc CABLE 0 3/8"WIRE ROPE wO ��WIT ov F" 0 TURNBUCKLE 1/2" - 12 EYE-EYE F3 Z� Oco THIMBLE 3/8"WIRE ROPE THIMBLE z SLEEVE 3/8" CABLE SLEEVE F4 o ZM CABLE CONNECTION PLATE STEEL PLATE, 5/16"THICK Ix g� SHACKLE 1/2" SHACKLE z o H SWAY CABLE ASSEMBLY A a CABLE 0 3/16"WIRE ROPE oU " H LL TURNBUCKLE 1/2" - 6 JAW-JAW THIMBLE 3/16"WIRE ROPE THIMBLE D G Lo o FY a °a Ha oo rn SLEEVE 3/16" CABLE SLEEVE �a`g �m Ja CABLE CONNECTION PLATE STEEL PLATE, 1/8"THICK .0 o -a °o ~w SHACKLE 1/4" SHACKLE °Z� ;om =a J BRACE PLATES OF M,4 ��' S `. DRAWING DETAILS SUPPORT BASE TO SEGMENT STEEL PLATE, 1/8"THICK cy DRAWNB CREATION DATE: SEGMENT TO SEGMENT STEEL PLATE, 1/8" THICK E �N SMN 1"2.15 K WINCH ASSEMBLY LVYO H REVISIONS: CIVIL IL NO 6Y: REVISION DATE: WINCH 2" LASHING WINCH 10,000 LBS. STRENGTH) No.47740 i JJE 1"115 2 STRAP 2" STRAP (10,000 LBS. STRENGTH �9, 9F P.�� c� 3 L WINCH PLATE NOTE:THIS VIEW IS GENERIC TO ILLUSTRATE LOCATIONS OF ITEMS IN 't? /S7� 4 THE TABLE ONLY. CABLE PATTERN AND/OR OTHER DETAILS MAY NOT S18NA1 NOTTOSCALE SHEETSIZE 11xV HORIZONTAL STEEL PLATE, 1/2"THICK FULLY MATCH THE SPECIFICS FOR THIS PROJECT. SEE OTHER SHEETS SHEET: THREADED STUDS CFL FULLY THREADED STUD - 1/2"-13 x 1" FOR ORDER-SPECIFIC DETAILS. Mar 05, 2015 D1 DEVELOPED BY NOTE: MAN DOOR LOCATIONS ARE APPROXIMATE AND CAN BE FIELD ADJUSTED AS NEEDED. LEFT SIDE - SEE SHEET [F1] FOR ELEVATION VIEW Chu a ENGINEERING SERVICES 8 PRODUCTS CO. DOOR CALL-OUT DOOR SIZE 1" 18TH AVENUE SW DYERSVILLE,IA 52040 P'563875S113 875 A 10'-0"X 10'-0" ROLL-UP DOOR F5SAPC C 317 W W.ESAP s B 3'-0"X 6'-8" MAN DOOR ORDER#.5878002 CUSTOMER#: 6703372 >VIEW E1 VIEW 2 n 8'-0"TYP. BAY NUMBERS: 1 2 3 4 5 6 7 8 9 10 m a � " � p rn 0W � oDo W N O 00 _2 ti 0 Z3 a m w c � LU W W m En ( d cl >�Z N0 Z in ui z) LOLO O� Dmi i LL rn �; � W w c}' C W O (f) w 0 Q J LL m I I i I I 1 cp - ate � a� W J �u 00 ou.q:(n C) Z W Z w tto w ffiLo W W I I I 1 I I I I I W YLL wIX f cl) O W _� 0 w U W 'o (rX mx LL N Q W NI- -WIT Na m N uj I I I I I I I I zr- _P7 z D_ 00 3 QM 0 R O M cp B j z0, W O oz « Q Ufn Z � �O ~ a °coma o0 Zg J� UfZ' W(7 D_Q WU, D-'m K Z 0=W U W r �pZ � OQ'LLC Ow WJ Np O mp W7 <VIEW UZ�LL UG Nm OF DRAWING DETAILS C DRAWN BY: CREATION DATE. 80'-0" E T �� sraN 1m2015 EXTERIOR RAFTER CHORD CENTERS ALWORTH REVISIONS: CIVIL NO : REV ISION DATE: ,jE,lY 1127115 N0.47740 RIGHT SIDE - SEE SHEET [F1] FOR ELEVATION VIEW $ A SHEET S SMEETSIZE 11%17 Mar 05, 2015 C1 DEVELOPED BY j/y�y'' L" k_ SITE LOCATION AND BUILDING DESCRIPTION: GENERAL ABBREVIATIONS: WELDING: ENGINEERING SERVICES S PRODUCTS CO. 14 18TH AVENUE SW DYERSVILLE,IA 52000 SITE.I_OCATION: 68 DAMON ROAD TOS TOP OF STEEL/TSL TOP OF SLAB/GALV.GALVANIZED/ P 563 63.75.2317 1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF P 563,75 NORTHAMPTON, MA 01060 FND FOUNDATION/EL ELEVATION/RND. ROUND/ Www.ESAPCD.COVn AWS D1.1 AND D1.3. ORDER COUNTY GA GAUGE/DIA. DIAMETER/TYP.TYPICAL/LBS. POUNDS! 5878002 CL CENTERLINE BUILDING SIZE: 45'X 80': 3,600 SQUARE FEET 2. REFER TO AWS PUBLICATION D19.0-72:WELDING ZINC-COATED STEEL CUSTOMER#: BUILDING TYPE: PRE-ENGINEERED FABRIC STRUCTURE AND"WELDING GUIDELINES"PUBLISHED BY ALLIED TUBE AND CONDUIT- 6703372 CONSTRUCTION TYPE: 116 SITE CONDITIONS: HARVEY ILLINOIS, FOR RECOMMENDED PROCESSES AND PRACTICES FABRIC: FIRE-RATED(PER NFPA 701) FOR WELDING GALVANIZED STEEL. in x 1. NEITHER CLEARSPAN NOR THE BUILDING ENGINEER HAVE VISITED THIS GENERAL NOTES: JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CLIENT 3. ALL SHOP WELDING IS TO BE PERFORMED BY CERTIFIED WELDERS. o SUPPLIED DATA AND MEASUREMENTS.THE DESIGN AND DEPICTED f.h 1. DESIGNED IN CONFORMANCE WITH THE STRUCTURAL PROVISIONS OF FABRICATION, ERECTION,AND FOUNDATION DRAWINGS ARE ONLY PAINTING AND TOUCH-UP: °` THE MA STATE BUILDING CODE, 8TH EDITION. VALID FOR THE EXACT DESIGN PARAMETERS AND COMBINATIONS OF m PARAMETERS DOCUMENTED. NEITHER CLEARSPAN NOR THE BUILDING 1 AFTER SHOP FABRICATION, PAINT ALL BARE STEEL,WELDS,AND ABRADED w M . 2. DESIGN LOADS: ENGINEER SHALL BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR AREAS WITH COLD GALVANIZING COMPOUND CONSISTENT WITH o co ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS.WORK SHALL GALVANIZED TUBE MANUFACTURER'S RECOMMENDATIONS FOR COLOR m m N A. FLOOR LIVE LOAD: N/A BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. o c„ B. ROOF LIVE LOAD: 5 PSF(FABRIC ROOF) CLEARSPAN AND/OR THE BUILDING ENGINEER SHALL BE NOTIFIED AND AND COMPOSITION. PRIOR TO TOUCH-UP,CLEAN WELDED AND ABRADED C. ROOF SNOW LOADS: GIVEN AN OPPORTUNITY TO RE-EVALUATE THEIR WORK UPON AREAS WITH A WIRE BRUSH. SURFACES MUST BE CLEAN AND OIL FREE. CO DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO n rn Pg (GROUND SNOW LOAD)=40 PSF MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND 2. AFTER FIELD INSTALLATION, TOUCH-UP ANY FIELD WELDS AND DAMAGED 0 Ce (SNOW EXPOSURE FACTOR) INSTALLATION OF MATERIALS. AREAS WITH COLD GALVANIZING COMPOUND. W =0.9(FULLY EXPOSED TERRAIN CATEGORY C) m n o O Ct (THERMAL FACTOR)= 1.2(COLD ROOF) STEEL: ERECTION AND FIELD QUALITY CONTROL: w m CL Is (SNOW IMPORTANCE FACTOR)=0.8(CATEGORY 1) Q Pf (FLAT ROOF SNOW LOAD )=35.0 PSF 1. UNLESS OTHERWISE NOTED,ALL STRUCTURAL STEEL TUBING SHALL BE 1. THE ERECTOR IS RESPONSIBLE FOR DESIGNING AND FURNISHING ALL Zi Ps (SLOPED ROOF SNOW LOAD)=Cs Pf GALVANIZED, MIN. YIELD STRENGTH 50 KSI,AND SHALL MEET OR EXCEED TEMPORARY BRACING, SHORING,AND/OR SUPPORT THAT MAY BE `� >= Cs (SLOPE FACTOR)=AS DETERMINED FOR GABLE OR THE REQUIREMENTS OF ASTM A500. REQUIRED AS THE RESULT OF ERECTOR'S CONSTRUCTION METHODS i ARCHED ROOF PER ASCE 7(BALANCED AND AND/OR SEQUENCES. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNBALANCED LOADING CONDITIONS CONSIDERED) 2.UNLESS OTHERWISE NOTED, STEEL PLATES SHALL COMPLY WITH ASTM UNIT UPON COMPLETION. THE STRUCTURAL ENGINEER ASSUMES NO SNOW DRIFTING FROM ADJACENT BUILDINGS, STRUCTURES, OR A572 GRADE 50 OR EQUAL FOR 3/16"OR GREATER THICKNESS AND ASTM LIABILITY FOR THE STRUCTURE DURING ERECTION. ANY OTHER HORIZONTAL SURFACES HAS NOT BEEN CONSIDERED. A1011 GRADE 50 OR ASTM A653 GRADE 50 OR EQUAL FOR LESS THAN 3/16" THICKNESS. 2. NO MODIFICATIONS OR ALTERATIONS(OTHER THAN THOSE SHOWN ON D.WIND DESIGN DATA: (METHOD 2,ANALYTICAL PROCEDURE) THE DRAWINGS)SHALL BE MADE IN ANY STRUCTURAL MEMBER OR 3. UNLESS OTHERWISE NOTED,ALL BOLTED CONNECTIONS SHALL USE CONNECTION WITHOUT THE WRITTEN APPROVAL OF THE DESIGN ENGINEER. V (BASIC WIND SPEED)=90 MPH GRADE 2 OR A307 OR BETTER BOLTS WITH COMPATIBLE WASHERS AND Kd (WIND DIRECTIONALITY FACTOR)=0.85 NUTS OF DIAMETERS INDICATED ON PLANS. BOLTS NEED ONLY BE W Kzt (WIND TOPOGRAPHIC FACTOR)= 1.0(ASSUMED) TIGHTENED TO THE SNUG-TIGHT CONDITION.THE SNUG-TIGHT CONDITION Iw (WIND IMPORTANCE FACTOR)=0.87(CATEGORY 1) IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN DO EXP (EXPOSURE CATEGORY)=C IMPACT WRENCH, OR THE FULL EFFORT OF A MAN USING AN ORDINARY c y GCpi (INT. PRES. COEFF.)=+/-0.18(ENCLOSED) SPUD WRENCH. Do Ili Cp (EXT. PRES. COEFF.)=AS DETERMINED FOR GABLE OR 'LL N �� ARCHED ROOF: PER ASCE 7 ° 4.ALL STRUCTURAL STEEL IS TO BE FABRICATED IN ACCORDANCE WITH ?� °CO ?. THE LATEST EDITION OF AISC"SPECIFICATION FOR THE DESIGN, COMPONENTS AND CLADDING WIND PRESSURE: PER ASCE 7 FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." �v �< E. EARTHQUAKE DESIGN DATA:WIND LOAD CONTROLS DESIGN. CABLES AND HARDWARE: or- 3. THE TRUSSES ARE DESIGNED TO ACCOMMODATE LIMITED ADDITIONAL z ar WEIGHT. ADDITIONAL LOADS, SUCH AS FOR LIGHTING, HEATING,AND 1.ALL CABLE SHALL BE GALVANIZED STEEL, MULTIPURPOSE, 7X19(UP o ¢M VENTILATING EQUIPMENT, SHALL NOT EXCEED 200 LBS. PER TO 3/8"DIA.)OR 6X26 (1/2" DIA.)CLASS STRAND CORE COMMERCIAL o� ASSEMBLED TRUSS,WITHOUT THE WRITTEN APPROVAL OF THE DESIGN GRADE, OF DIAMETER INDICATED. ENGINEER. LOADS SHALL BE APPLIED AT PANEL POINTS (POINTS OF z CONTACT BETWEEN TRUSS WEB AND CHORD),AND SHALL BE DISTRIBUTED SO THAT NO MORE THAN 100 LBS. IS SUSPENDED FROM 2. CABLE SLEEVES SHALL BE INSTALLED PER MANUFACTURER'S ANY SINGLE LOCATION. RECOMMENDATIONS. o0 N N 3. USE THIMBLES WITH CABLE SLEEVES IN ALL LOOP-END APPLICATIONS. mo QY o FOUNDATION: °=2 a ,Ha. Olt Z 4.TENSION CABLES AT TURNBUCKLE TO TAUT CONDITION (STRAIGHT AND w� 1. REFER TO FOUNDATION DRAWINGS BY VECTOR ENGINEERS. NOT SLACK OR LOOSE). o LUUw oz �W N4'aK Nz wZ 5.TIGHTEN CABLES SEQUENTIALLY TO AVOID TWISTING OR DEFORMING .. �1 ozm� °o 10 STRUCTURAL ELEMENTS DURING ERECTION. RECHECK PREVIOUSLY OFD TIGHTENED CABLES UNTIL ALL CABLES ACHIEVE TAUT CONDITION. ��` M S� ". DRAWING DETAILS DRAWN BY: CREATION DATE: ER'�" SMN 1/712015 ALWORTH m REVISIONS: C IVIL NO. BY: REVISION DATE: C � i JJE 1127115 Na.47740 2 3 ^` SipHAL NOT TO SCALE SHEET SIZE:11X17 SHEET: Mar 05, 2015 B1 DEVELOPED BY ADDITIONAL INFORMATION T045RKM FOO7080 . THESE PRINTS IDENTIFY AND SHOW THE MAIN COMPONENTS AND CONNECTIONS FOR THIS BUILDING.LENGTH,WIDTH,AND OTHER 45x80 RKM TRUSS FRAME ENGINEERING SERVICES S PRODUCTS CO. 1440 18TH AVENUE SW DYERSVILLE,IA 52040 IMPORTANT DIMENSIONS ARE ALSO PRESENT. P:563878.6113 F:563 875 3317 W W W.ESAPCO.COM TO BEST UNDERSTAND HOW TO CONSTRUCT THIS BUILDING,THE ORDER#: INFORMATION CONTAINED WITHIN THESE SHEETS SHALL BE USED 5878002 WITH THE INSTRUCTION MANUAL SHIPPED WITH THE BUILDING. CUSTOMER#: THE INSTRUCTIONS INCLUDE DETAILS NEEDED DURING CONSTRUCTION. 6703372 BUILDING CONTENT GUIDE: [A1] ........................ COVER SHEET t' [B1] ........................ GENERAL NOTES o BUILDING PLAN VIEW [Dl] ........................ MATERIAL SPECIFICATIONS W a [E1] W� m N ........................ RAFTER PROFILES DD _ DO a ° a w [Fl] SIDE PROFILES 0_ M /--._.. i _..... _.. .. .... - [ ] ....................... DETAIL LOCATIONS & BASE DETAILS ° `� :� \ o M o [G2] ....................... GENERAL CONNECTION DETAILS W ° ° N 2 [G3] ....................... CABLE LAYOUT & DETAILS [H 1] BASE PLATE LAYOUT & DETAILS p O m o m 2 m [I] ........................... OMITTED " Q w m m c m [J1] ........................ BUILDING REACTION DATA r II m [K] .......................... OMITTED [L1 - 1-21 ................. FRONT ENDWALL (EW045RKF0112D) [Ml - M21................ BACK ENDWALL (EW045RKF0121 D) W f 44'-4 5/8" Co °u. PIVOT HOLE CENTERS ?p w yu. N Wm GRID SQUARES=2' ° �a ox 0° KQ a:x (n� tn� tnQ W to V a00 Z m O QM OM_ Z M Zo oU r 20 aN ~ u Y °a Ha zo w Z2,2 OUP LLl= 0 QQUj �m 0 W=WU w W W �� F-o z r � Ix � 00 _0 UZ.I''a UG NU DRAWING DETAILS �¢ Y DRAWN BY: CREATION DATE: 0 T y�N SMN 1/7/2015 C}RTH m REVISIONS: ...1 NO. BY: REVISION DATE: CIVIL '' � 1 JJE 1127115 No.47740 2 3 4 vSlyryu,y 5 NOT TO SCALE SHEETSIZE.11X17 W SHEET: Mar 05, 2015 Al Lighting Fixture Schedule Type Type Mark Count Family and Type Comments 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V 48" - 120V C 1 Pendant Light- Linear- 2 Lamp: 48" - 120V FLOOD A 1 : FLOOD FLOOD A 1 : FLOOD FLOOD A 1 : FLOOD 100W_ D 1 Wall Lamp - Bracket: 100W- 120V EXIT 120V LIGHT 100W_ D 1 Wall Lamp - Bracket: 100W- 120V EXIT 120V LIGHT No. Description Date SCHEDULE a Northampton Community Rowing Project number Plan View E 3 Date 3.22.2014 Community Boathouse Drawn by Author N Checked by Checker Scale N M A B C D E F G H I J K 80.-0., 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 1 8'-0" 8'-0" 8'-0" 8'-0" ifl A I I I I I r` C I I I I I 0 0 C LO A A D I I I I I I D v I I I I I I I I I I I 1 Leve11 118" - 1'-0" No. Description Date REFLECTED CEILING PLAN Northampton Community Rowing Project number Plan View a' v Date 3.22.2014 Community Boathouse Drawn by DAB o Checked by Checker Scale 1/8"=V-0" N N M A B C D E F G H I J K 80.-011 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" zo 2 Electrical Panel W 48"AFF , 0 a W CO o , W ZD W 1 qp 41P n Level 1 No. Description Date ELECTRICAL PLAN 0- Northampton Community Rowing CO M Project number Plan View Date 3.222014 Community o at h o u se Drawn by Author N Checked by Checker Scale 1/8"= 1'-0" N M a RAMP TO RIVER M O M EXISTING PAVED APRON J z O - - WEQ VL CONCRETE RAMP -O" EO � W 45'-0" O (� rNCR BUILDING FENCED LL PAD 3600 SF STORAGE 4000 SF O U M R C N � LL oN o 0 CITY OF NORTHAMPTON = 00 z 4"GRAVEL CONTRACTOR TEMP PILES 0 C 0 N 0 W 0 4"GRAVEL w 19'-11" 70'-6" 40'_00' 104'-4 3/4" 0'-0 1/4 GRAVEL-NCR GRAVEL PILE(EXISTING) CT EXISTING PAVED PARKING Drawing No. Date Desc. 3/16/2015 NCR BOAT STORAGE BUILDING SITE Drawn/Checked n0 H EO n W T SIM SKETCH ARCH � TC Scale Dwg.Sz. 1'.=32" Units Sheet F� (2) 3/4" DIA. ASTM F1554 ECTOR CLEARSPAN STRUCTURE 2 2 (MIN. 36 KSI) OR HILTI HAS a n e 1 n a a R a #4 VERTICALS @ 10" THREADED RODS, 6" MIN. 0108 S.State St.,Suite 101 (801)990-1775 (4) 3/4" DIA. ASTM F1554 (MIN. 36 Sandy,UT 84070 (801)990-1778 FAX +' O.C. EA. FACE, w/ _ EMBEDMENT, INSTALL IN 7/8° www.vectorse.com �N I DIA HOLE FILLED W/ HILTI KSI) OR HILTI HAS THREADED RODS, 6" HOOK AT FOOTING 10" MIN. EMBEDMENT, INSTALL IN DATE:2/1212015 DESIGNED:KGS --'--R:KGS � � - O O HIT-HY 200 EPDXY, INSTALL + PER MFR'S SPECIFICATIONS 7/8" DIA HOLE FILLED W/ HILTI REVISIONS 12" THIK CONC. WALL CONC. SLAB PLAN HIT-HY 200 EPDXY, INSTALL PER DATE DESCRIPTION a z MFR'S SPECIFICATIONS (ESR-3187) I STL BASE PLATE PER ° FINISHED GRADE EQ EQ CLEARSPAN DWGS, 1 =III—III=III , INSTALL SLAB ON SOIL / CONC. SUBMITTED SEPARATELY _ 0 � Ili III=III STRUCTURAL FILL STEM WALL PLAN VIEW o cv o w PREPARED PER THE _ 2" CLR, TYP. I I= I I=III— - I=1 O O III—III—III PROJECT GEOTECHNICAL w C. z CONST. JT, ROUGHEN =� �=I'' REPORT (REMOVE TOP 4" 1» DEBRIS LAYER) CLEARSPAN TOP OF STEM AND CD (4) #4 CONT. REINF., DOOR COLUMN—\\ BLOCKOUT ELEVATION CONC. 2 22 STL BASE PLATE EQ. SPACED w/ 24" #4 HORIZ. @ 12" O.C. EA. PER PLAN STEM WALL PER CLEARSPAN MIN. LAP SPLICE FACE w/ 24" MIN. LAP SPLICE TOP OF DWGS, SUBMITTED CONC. SLAB SEPARATELY Ll~ U I BLOCKOUT STEM AT ° 0r #4 HORIZ'S DOOR OPN'G U ELEVATION VIEW 3" CLR, @ 10" O.C. U) o 0 TYP. in ¢' ¢ a EQ EQ PREPARE FOUNDATION TYP. COLUMN BASE ANCHORAGE AT DOOR TYP. TRUSS BASE ANCHORAGE N� . EXCAVATION AND SOILS O 3'-6" PER THE PROJECT 0 a N T.S. O GEOTECHNICAL REPORT i LU TYP. STEM WALL / FTG SECTION 5 Q N.T.S. STL BASE PLATE � PER CLEARSPAN 13» DWGS, SUBMITTED PER 116 STL BASE PLATE PER SEPARATELY EQ. EQ. PLAN 5" CLEARSPAN DWGS, SAWCUT OR z SUBMITTED SEPARATELY TEAR-OFF w 0 W PLASTIC "T" LLJ \ S N F - p �* N - o o 6 w U o 0 0 � CONC. WALL CONC. .,J _ (2) 3/4' DIA. ASTM F1554 o STEM WALL Q p Z o w (MIN. 36 KSI) OR HILTI HAS ANCHORAGE PER --- F— Z u` REINFORCEMENT, THREADED RODS, 6" MIN. DETAIL 1/- Z w = SEE PLAN LLI Q o a EMBEDMENT, INSTALL IN 7/8" C w oo m INSTALL SLAB ON SOIL / DIA HOLE FILLED W/ HILTI fA N O F M '' Q U� U o STRUCTURAL FILL PREPARED HIT-HY 200 EPDXY, INSTALL q� ' � OZ PER THE PROJECT PER MFR'S SPECIFICATIONS OG u, Q GEOTECHNICAL REPORT LWC}RTH cn I W CIVIL � I O U No.47740 LL AL Mar C U 1382-268-151 Mar 05, 2015 ! — SLAB CONTROL JOINT END WALL COLUMN BASE ANCHORAGE REV N.T.S. O N.T.S. TYP. TRUSS BASE ANCHORAGE @ CORNER`,v O, S2 0 y ECTOR n O in E 6 R s 9138 S.State St.,Suite 101 (801)990-1775 Sandy,UT 84070 (801)990-1776 FAX 1 " www.vectorse.wm DATE:2/12/2015 DESIGNED:KGS DRAFTER:KGS 81'-0" _ REVISIONS 6 8'-0 g -Q 8'-0" 8'-0" 8'-0 8 -0 8'-0 8 -0 8'-0 8 -0 6 DATE DESCRIPTION TYP. 2 r ----- ----------t----------r--------- 1----------t----------r--------- ---------- ----------t --------- � 1 c0 - Ir------------------------------------------------------ --------------------------- ----- ------------ END WALL DOOR COLUMN TOP OF STEM S2 I -IN BASE PER CLEARSPAN ELEV: 100'-6" �P' BLOCKOUT STEM i i _ N STRUCTURE SUBMITTED WALL AT DOOR SEPARATELY, TYP. OF (6) OPENING I o-) I I I I I I I I y I I I I CD I I CD �a I I o -00 I I it 00 I 3 4" CONC. SLAB w/ #3 Iii i � o 0 SLAB CONTROL I u I = �; S2 RENF. @ 18" O.C. EA. WAY., JOINTS @ 12' O.C. _ ° i �, Q a_ Q P• CENTERED IN SLAB o/ 10" EA. WAY I C;)- co �N i - i COMPACTED GRAVEL BASE i �N ! o I I I I c v m LnIcc I I I o TOP OF STEM AT COL. i NF o Ii Ln � 00 1 I BLOCKOUT, TYP. OF (5) - - - NP. I 0 II ELEV: 100'-0" 4 OgL TOP OF FINISHED SLAB 6 S2 _ —_ °Q I 1 ELEV: 100'-0" TYP. END WALL COLUMN BASE CD i i PER CLEARSPAN l i STRUCTURE SUBMITTED co I I TOP OF PEDESTAL SEPARATELY, TYP. OF (2)-/ 11 LJ_ ELEV: 100'-0" i �' O W C3) I TYP. I 1 cD Q H p TRUSS BASE PER CLEARSPAN 5 12" THK CONC. STEM -j W U t- �I`° STRUCTURE SUBMITTED S2 WALL PER DTL 5/S2 `" '�° 0- ~ p o o SEPARATELY, TYP. I z C/) Of z o < I �- U) - _ ° iL I ----------------------------- ------------------------------------- ---------- ----------- ---- O O Z Z U co I LL. I - - _ z zWQ - Q O Q o LL] Cep F Q z Q cn o = --tCONC. STEM ��OF s m z0 WALL E �N O J U FOUNDATION NOTES: p(,WpRTH CIV cn O U 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND TOP OF FOUNDATION ELEVATIONS WITH STEEL BUILDING No.47i740 LL LDRAWINGS PRIOR TO CONSTRUCTION. Qi YetiQ j -= - _ 2. SEE STEEL BUILDING DRAWINGS FOR ALL INFORMATION �, ' U1382 268 151 PERTAINING TO STEEL BUILDING. s 1 101 V -- - FOUNDATION PLAN _ Mar 05, 2015 TO GENERAL- DESIGN NOTES y ECTOR n O I ft E E R S GENERAL DESIGN NOTES: CONCRETE: SPECIAL INSPECTIONS / QUALITY ASSURANCE: 9138 S.State St.,Suite 101 (801)990-1775 Sandy,11T 84070 (801)990-1776 FAX www.vectorse.com y- STRUCTURAL DESIGN IS BASED ON THE MASSACHUSETTS STATE BUILDING 1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION 1. SPECIAL INSPECTIONS SHALL BE REQUIRED FOR: CODE, 8TH EDITION AND THE ASCE 7-05 STANDARD SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR • CONCRETE MIX DESIGN & STRENGTH [DATE:2/12/2015 DESIGNED:KGS DRAFTER:KGS DESIGN LOADS: REINFORCED CONCRETE" (ACI 318 LATEST APPROVED EDITION) WITH REINFORCEMENT TYPE & PLACEMENT DATE- REVISION DESCRIPTION MODIFICATIONS AS NOTED IN THE DRAWINGS AND SPECIFICATIONS. FOUNDATION EXCAVATION _ 2. REINFORCED CONCRETE DESIGN IS BY THE "ULTIMATE STRENGTH ANCHORAGE TYPE & PLACEMENT BASIC WIND SPEED: 90 MPH (3-SEC GUST) DESIGN METHOD", ACI 318-(LATEST EDITION). DESIGN OF ANCHORAGE PERIODIC INSPECTION OF ALL POST-INSTALLED ANCHORAGE IMPORTANCE FACTOR: 0.87 TO CONCRETE PER ANCHORAGE MFR AL INTERNAL PRESSURE COEFFICIENT: ±0.18 CONCRETE IS BASED ACI APPENDIX D. a. THE OWNERS SHALL EMPLOY SPECIAL INSPECTORS WHO SHALL EXPOSURE: C 3. ALL STRUCTURAL CONCRETTE E SHALL L HAVE A MIN. 28-DAY STRENGTH OF 4000 PSI. PROVIDE ADDITIONAL INSPECTIONS DURING CONSTRUCTION IN GROUND SNOW LOAD - 40 PSF 4. CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR ACCORDANCE WITH IBC SECTION 17. - 0.9 APPROVAL WITH THE FOLLOWING REQUIREMENTS: b. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN SNOW EXPOSURE FACTOR THERMAL FACTOR - TO 4.1. COMPRESSIVE STRENGTH AT AGE 28 DAYS AS SPECIFIED ABOVE. INDEPENDENT CERTIFIED INSPECTOR FROM AN ESTABLISHED 4.2. LARGE AGGREGATE-HARDROCK, %a" MAXIMUM SIZE CONFORMING TESTING AGENCY, LICENSED AND APPROVED BY THE BUILDING SNOW IMPORTANCE FACTOR = 0.8 DEPARTMENT FLAT ROOF SNOW LOAD = 35.0 PSF TO ASTM C-33. c. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTUPAL 4.3. CEMENT-ASTM C-150, TYPE TYPE II PORTLAND CEMENT. TESTING AND INSPECTION REPORTS DIRECTLY TO VECTOR 4.4. MAXIMUM SLUMP 5-INCHES MAX WATER CEMENT RATIO 0.50 STRUCTURAL ENGINEERS AND ALL INTERESTED PARTIES. 4.5. NO ADMIXTURES, EXCEPT FOR ENTRAINED AIR, AND AS 2. ALL REPORTS SHALL BE DISTRIBUTED ON A MONTHLY BASIS TO THE o STEEL MATERIAL NOTES: APPROVED BY THE ENGINEER. ENGINEER OF RECORD, OWNER, CONTRACTOR, AND TO THE BUILDI G 5. CONCRETE MIXING OPERATIONS, ETC, SHALL CONFORM TO ASTM 1. ALL STEEL SHAPES & PLATES SHALL CONFORM w/ ASTM A36, U.N.O. C-94, OFFICIAL o 2. ALL BOLTS FOR STEEL-TO-STEEL CONNECTIONS SHALL CONFORM w/ 6. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 614 3. NO STRUCTURAL OBSERVATION IS REQUIRED. HOWEVER, THE ENGINEER 2 OF RECORD RESERVES THE RIGHT TO MAKE FIELD OBSERVATIONS. I ASTM A325N, U.N.O. AND PROJECT SPECIFICATIONS °� o 3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN 7. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS / U V7 O O CN ACCORDANCE w/ THE LATEST VERSION OF THE AMERICAN WELDING SHALL BE AS FOLLOWS: CONCRETE POURED DIRECTLY AGAINST EARTH ,µ > c SOCIETY AWS D1.1. - 3 INCHES CLEAR STRUCTURAL SLABS - 3/4 INCHES CLEAR (TOP � a - c I `o 80- 4. ALL BOLTED CONNECTIONS SHALL BE TIGHTENED TO "SNUG-TIGHT" AND BOTTOM) FORMED CONCRETE WITH EARTH BACK FILL - 2 ( o CONDITION AS DEFINED BY THE AISC MANUAL. INCHES CLEAR w 5. ALL STEEL SHAPES, PLATES, AND HARDWARE EXPOSED TO WEATHER 8. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE SHALL BE GALVANIZED, STAINLESS STEEL, OR OTHERWISE PROTECTED INSERTS (AS APPLICABLE) SHALL BE WELL SECURED IN POSITION FROM WEATHER. PRIOR TO PLACING CONCRETE. 9. MODULUS OF ELASTICITY OF CONCRETE, WHEN TESTED IN o ACCORDANCE WITH ASTM C-460, SHALL BE AT LEAST THE VALUE ( or th a REINFORCING STEEL NOTES: GIVEN BY THE EQUATIONS IN SECTION 8.5.1. OF ACI 318 FOR THE 1, REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFIED 28-DAY STRENGTH. A-615 GRADE 60. 10. SHRINKAGE OF CONCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM 2. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. C-157, SHALL NOT EXCEED 0.00040 INCHES/INCH. 3. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FOUNDATION NOTES: O LU FULL MESH AND ONE HALF, WHICH EVER IS GREATER. 4. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE 1. FOOTINGS ARE DESIGNED BASED ON AN ALLOWABLE SOIL PRESSURE W LL Z WHEN THE FINAL IN-PLACE INSPECTION IS MADE. OF 2000 PSF PER THE GEOTECHNICAL REPORT CREATED BY: LJJ �E O 5. REBAR SPLICES ARE TO BE: CLASS "B". F- LJJ V o � 6. REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON O'REILLY, TALBOT & OKUN ASSOCIATES O U o o ° z THE DRAWINGS. REPORT NUMBER: 1843-11-01 Z �- f- S o 7. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE REPORT DATE: FEBRUARY 2, 2015 W co O SAMF GRADE, SIZE AND SPACING OR NUMBER AS THE VERTICAL j J o W Q Z Z w < _ REINFORCING, RESPECTIVELY. 2. CONTRACTOR SHALL PROVIDE FOR PROPER DE-WATERING OF Ly Q Q w co = a EXCAVATIONS FROM SURFACE WATER, GROUND WATER, SEEPAGE, ETC. I W F- C0- v o 3. FOOTINGS SHALL BE PLACED ACCORDING TO DEPTHS SHOWN ON THE Z Q z z DRAWINGS. ` � C O 4. THE TOP OF FOUNDATION SHALL BE LEVEL AND NON-SLOPING, U.N.O. �1��FM4 W U 5. ALL DIMENSIONS SHALL BE VERIFIED BY THE FOUNDATION CONTRACTOR PRIOR TO CONSTRUCTION. AIWORTN yGrt` 0 U .a CIVIL -I ur No.47740 U1382-268-151 AL Mar 05, 2015 Nl Ro VECTOR DRAWINGINDEX Eno1nEER13 9138 S.State St.,Suite 101 (801)990-1775 T1 TITLE SHEET Sandy,UT 84070 (801)990-1776 FAX N1 GENERAL NOTES www.vectorse.com 3 FOUNDATION SYSTEM FOR S1 FOUNDATION PLAN DATE:2112I2015 DESIGNED:KGS DRAFTER KGS S2 DETAILS M=REVISIONS S3 STRUCTURE REACTIONS CLEARSPAN STRUCTURE ii I� I i �l v° I CLEARSPAN ORDER NO. 5 878002 I; 4- E U Cn N Cc CON U II l d > Q O T ION E o i 0 E; Rig: � w ory o W Lw Uj Z � QZ U) v) O Z o CO) LOCATION: �' w 'j O zzwQ � = � oQcn I. O Q Uj Q O o 68 DAMON ROAD w T. �G gLWORTN ', O U NORTHAMPTON , MA 01060 ! CIVIL No.47740 fllb,�ss1'sT�P� �e U 1382-268-151 HAMPSHIRE COUNTY �AL REV Mar 05, 2015 Tl o 'l LJ k . CONNE CTICUT RIVER PARCEL A CONNECTICUT RIVER GREENWAY { (Conservation Area) 4.97 ACRES± 216.400 SO,FT.± { PARCEL B X, -it CONNECTICUT RIVER GREENWAY (Riverfront Park) y 6.08 ACRES# 264,750 SO.FT.± ACCESS ._ zsxmo EASEMENT i LEas[� -� r AREA , l �y PARCEL C c REMAINING LAND OF �o THE LANE CONSTRUCTION CORP, ?, BOOK 1417 PAGE 96 <^ 11.517 ACRES± fl \ 501.693 SO.FT.± / --- _ \ vl.ur jet nr t 11 r h .rrr. ti l'kut nJ[.tutrl Ac Tim of. A � Vrrrdr<urtfrnut i o� 4 Jtil F 1 h Bk: 11109 Pg: 178 Planning-Decision City of Northampton Hearing No.: PLN-2013-0003 Date: October 16, 2012 access by pukic safety vehicles,the arrangement of parking and loading spaces,and provisions for persons with disabilities; The project wlll'tresult in connecting adjoining property to new greenway hail network and(if allowed by adjusting easements,a sidewalk along the shared access road. The boat ramp will moot ADA requirements.)and: (2)The project,including any concurrent road improvements,will not decrease the level of service(LOS)of all area City and state roads or intersections affected by the project below the existing conditions when the project is proposed and shall consider the incremental nature of development and cumulative impacts on the LOS. (3)Access by nonmotorized means must be accommodated with facilities such as bike racks,sidewalk connections from the building to the stroet,cycle tracks,and bike paths that are clearly delineated through materials and/or markings to distinguish the vehicular route from the nonvehicular route. These are shown on site with new sidewalklcrosswalk and bike storage facilities. C. The site will function harmoniously in relation to other structures and open spaces to the natural landscape,existing buildings and other community assets in the area as it relates to landscaping,drainage,sight lines,building orientation,massing,egress,and setbacks.Rear and/or side wall facades within 50 feet of a completed or planned section of a cycle track or bike path shall have features that invite pedestrian access from that side of the building;and D. The requested use will not overload,and will mitigate adverse impacts on,the City's resources,including the effect on the City's water supply and distribution system,sanitary and storm sewage collection and treatment systems,tire protection,streets and schools. E. The requested use meets any special regulations set forth in this chapter. No additional criteria apply. F. Compliance with the following technical performance standards: (1) Curb cuts onto streets shall be minimized.Access to businesses shall use common driveways,existing side streets,or loop service roads shared by adjacent lots when possible. The site is accessed over a shared driveway with existing easement. (2)Pedestrian,bicycle and vehicular traffic movement on site must be separated,to the extent possible,and sidewalks must be provided between businesses within a development and from public sidewalks,cycle tracks and bike paths.The site has various elements that separates pedestrians and vehicles. (3) Major projects,except in the Central Business District,must be designed so there is no increase in peak flows from the one-or two- and ton-year Soli Conservation Service design storm from predevelopment conditions(the condition at the time a site plan approval is requested)and so that the runoff from a four-to ten-inch rain storm(first flush)is detained on site for an average of six hours.A stonnwater permit is to be issued. COULD NOT DEROGATE BECAUSE. FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 8/23/2012 9!6/2012 10/11/2012 10/25/2012 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 8/30/2012 10/612012 10/11/2012 10/25/2012 111512012 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: a/3t0/2012 9/13/2012 10/1112012 1011 ti/2012 SECOND ADVERTISING DATE: HEARING TIME. VOTING DEADLINE: DECISION DEADLINE: 91612012 7:00 PM 11912013 11912013 MEMBERS PRESENT: VOTE: John Lutz votes to Grant Debin Bruce votes to Grant Stephen Gilson votes to Grant Mark Sullivan votes to Grant Francis Johnson votes to Grant MOTION MADE BY: ECONDED BY: TTE COUNT: CISION: Francis Johnson Stephen Gilson 5 Approvod with Conditions MINUTES OF MEETING: Available in the Office of Planning 8 Development. 1,Carolyn Misch,as agent to the Planning Board,certify that this is a hue and accurate decision made by the Planning Board and certify that a copy of this and all plans have been tiled with the Board and the City Clerk on the date shown above. 1 certify t t a copy of this cisign has been mailed to the Owner and Applicant. I- 9 Notice of Appeal An appeal from the decision of the Planning Board maybe made by any person aggrieved pursuant to MGL Chapt,40A,Section 17 as amended within twenty(20)days after the date of the fling of the notice of the decision with the City"Clerk.The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. GeoTMS®2012 Des Lauriers Municipal Solutions,Inc. Bk: 11109 Pg: 177 Planning-Decision City of Northampton 2 12 00027018 Bk: 11109Pg: 177 Page: 1 of 3 Hearing No.: PLN-2013-0003 Date: October 16, 2012 Recorded: 1110712012 09:34 AM APPLICATION TYPE: SUBMISSION DATE: PS Major Site Plan 8/2/2012 Applicant's Name: Owner's Name: NAME: NAME: CITY OF NORTHAMPTON LANE CONSTRUCTION CORP THE ADDRESS: ADDRESS: ON9ce of Planning&Development 955 EAST MAIN STREET 210 MAIN STREET TOWN: STATE: ZIPCODE: TOWN STATE I ZIP CODE: NORTHAMPTON MA 01060 MERIDEN CT 1 06450 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: 413 587-1287 EMAIL ADDRESS: EMAIL ADDRESS. Site Information: Surveyor's Name: STREET NO.: SITE ZONING: COMPANY NAME: DAMON RD TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01064 Approved With Conditions MAP: BLOCK: I LOT: MAP DATE: SECTION OF BYLAW: 18 012 001 Chpt.350.11:Site Plan Approval TOWN: STATE: ZIP CODE: Book: Page: 1417 1096 PHONE NO.: FAX NO.: EMAIL ADDRESS: NATURE OF PROPOSED WORK- Construct 3 commercial office buildings up to 40,000 square feet 6 1 boathouse with public boat launch and site improvements. HARDSHIP: CONDITION OF APPROVAL: 1) The multi-use path shall be constructed concurrent with the development of the first officelcommercial building construction. 2.Prior to issuance of a building permit for the second commercial building or construction that results in 20,000 sf of commercial space,a left turn lane shall be added to the driveway intersection at Damon Road as recommended in the traffic analysis. 3.CovereWsheltered bicycle storage areas shall be provided in front of each building for storage of at least 6 bicycles. Alternatively,end-users may incorporate storage Inside the building N shown to accommodate 6 bicycles at the time of building permit application. 4.Bicycle loops shall be provided in front of the boat house for up to 10 bicycles. 5.Prior to the division of property interests,shared maintenance and access agreements shall be recorded at the registry of deeds for the boat house and commercial buildings. Language shall be submitted to Office of Planning and Development for approval prior to recording. 6.Sidewalk to Damon shall be constructed concurrent with build out of first phase of project(boat house or pad sites,unless proof is shown that the River Run condo association has voted to prohibit its construction. FINDINGS. The Planning Board approved the request for site plan based on information submitted with the application and the following plans: 1.Connecticut River Greenway,Lane Business Park&Community Boat House by The Berkshire Design Group,inc.Revision date Oct 9, 2012,Sheets E1,2,3;S1-S6;D1,D2. In approving the project the Board made the following findings: A. The requested use protects adjoining premises against seriously detrimental uses.if applicable,this shall include provision for surface water drainage,sound and sight buffers and preservation of views,light and air, The office uses proposed are allowed in the GI district and are less intense from sight and sound perspectives than heavy concroWasphalt batching and trucking operations. B. The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets,cycle tracks and bike paths,minimize traffic impacts on the streets and roads in the area.If applicable,this shall include considering the location of driveway openings in relation to traffic and adjacent streets,cross-access easements to abutting parcels, GeoTMS®2012 Des Lauriers Municipal Solutions,Inc. Connecticut River Greenway and Lane Business Park-- Permit Status as of 5/28/2014 P+ it-or. w S tuff,: Permits,Si noffs or Analysis Obtained—each p a rty responsible to follow pe rmit for their property I Order of Conditions Conservation Commission Approved,with conditions 11/9/2012 Book 11116, Page 132 2 Site Plan Approval Planning Board Approved, with conditions 10/15/2012 Book 11109, Page 177 3 Appro yal Not Required Planning Board Plans endorsed 04/2/2013 Plan Book 229,Page 40 4 Stormwater Permit Dept Public Works DPW Approved, with conditions 10/11/2012 5 Federal Sec. 106 review Massachusetts Historic (SHPO) Letter issued,no concerns, 11/19/2012 #RC.52500 amended and reissued 6 Mass Endangered Species Natural Heritage HESP) Letter issued,no take 12/17/2012 12-31311 7 Waterways Chapter 91 MA Environmental Protection DEP Approved 5/14/2013 B11334, p 128 #13505 8 Mass. Environmental MEPA Office Below thresholds None See matrix Policy Act(MEPA) required 9 Dock approval Holyoke Gas&Electric HG&E Approved 6/7/2013 DEP#13505 10 Brownfields environmental DEP ASTM Phase 1 and 2: no None OTO Phase I and II for reportable conditions required City project 11 Water Quality Certificate Mass. DEP Approved 8/28/2013 amended 5/6/2014 12 1 Clean Water Act 401 DEP ACOE general permit) Approved 4/11/2014 Other permits required by each a NOT required prior to transfer 13 SWPP stormwater EPA During construction By contractor Each party responsible pollution prevention plan to obtain permit for 14 Trench permit&dig safe N'Ham ton DPW&dig safe During construction By contractor their own property 15 Water/sewer availability DPW Needed before buildings Lane/City 16 Building permits I Building Needed before buildings Lane/City Jon. �� m�m�m�nm�m��m"�mm m m�m��m�� P{J Box 1553 Northampton, K8AU1O61 vmww.hompnrew.00m 413-230'8254 City mfNorthampton Building Department 3-Form Review for Compliance Z9 March 2O1S | ammwriting on behalf of Northampton Community Rowing,which seeks to build a temporary building and fenced enclosure for boat storage on property leased from the City of Northampton. The 6.O8 acre parcel is located off Damon Road at the new RiverfrontGreenmayPark. Our organization leases a small 2DD'x125'area of the 0xerfmnnt Park parcel. The City has already reviewed and successfully submitted the larger site plan for approvals from Conservation Commission, Planning Board, DPW, Mass Historic, W1EPA, HG&E, DEP and Mass DEP. The intent to build a boathouse on the leased portion was implied in the City's larger site plan. The temporary building will be set back into the leased parcel with a 10'and 15'edge buffer from the existing paved area. The building to be constructed is prefabricated steel truss building on footings and slab,all of which have been designed to comply with geotechnical recommendations provided by O'Reilly,Talbot&Okun Services. The foundation and structural plans comply with City and State code, per advisement of Louis Hasbrouck,City Building Inspector. The enclosed plans also include a rough electrical&lighting layout Un indicate exterior and interior lighting intentions. Please note that exterior light fixtures are solar powered and motion sensor activated security flood lights. There are nm buildings within sight of the exterior lights. Please review the proposed structure and let us know if we may apply for a building permit directly. Respectfully, l�orrie8nooks Vice President&Building Committee Chair Northampton Community Rowing Email: db@jonemwhitsett'omm 10. Do any signs exist on the property? YES NO X IF YES, describe size, type and location: Are there any proposed changes to or additions of signs intended for the property? YES NO x IF YES, describe size, type and location: 11. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan of development that will disturb over 1 acre? YES NO X IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 12. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by the Building Department EXISTING PROPOSED REQUIRED BY ZONING Lot Size Lot:6.08 acres Leased Area:125'x 200' Frontage 0, 0 Setbacks Front 20' Side L: R: L: R: L: 15' R: 15' Rear 10' Building Height 22'9" 45 Building Square Footage 3600 gsf %Open Space: (lot area minus building 8 paved 87% 20% parkin #of Parking Spaces 37 Temporary building,seasonal, unheated-non required #of Loading Docks 0 None required Fill: (volume Et location) 13. Certification: I hereby certify that the information contained herein is true and accurate to the best of my knowledge. Date: 3/16/2015 Applicant's Signature NOTE:Issuance of a zoning permit does not relieve an applicant's burden to comply with all zoning requirements and obtain all required permits from the Board of Health,Conservation Commission, Historic and Architectural Boards,Department of Public Works and other applicable permit granting authorities. W:\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 8/4/2004 MAR 3 0 2015 .J File No. 1* P 15 `76 _ _� A ��` � NING PERMIT APPLICATION(§i o.2� Please type or print all information and return this form to the Building Inspector's Office with the $i5 filing fee (check or money order)payable to the City of Northampton 1. Name of Applicant: Northampton Community Rowing Address: P.O.Box 1553 Northampton,MA 01061 Telephone: 413-230-9254 2. Owner of Property: City of Northampton Address: 210 Main Street,Northampton 01060 Telephone: 413-587-1287 3. Status of Applica� Owner Contract Purchaser Lessee X Other (explain) 4. Job Location: 60 Damon Rd/Lane Construction Road,Northampton,MA Parcel Id: Zoning Map# Parcel# District(s): In Elm Street District In Central Business District (TO BE FILLED IN BY THE BUILDING DEPARTMENT) 5. Existing Use of Structure/Property: Cleared for this purpose and unused.Formerly used by Lane Construction as contractor storage area for site materials (gravel,etc). 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): Storage facility for rowing shells,canoes and kayaks,including a 40 sf fenced yard and a 45'x 80' fabric covered steeel truss building on slab and footings. 7. Attached Plans: Sketch Plan x Site Plan Engineered/Surveyed Plans x 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? See attached list of permits. NO DONT KNOW YES x IF YES, date issued: 10/6/2012 IF YES: Was the permit recorded at the Registry of Deeds? NO DONT KNOW YES X IF YES: enter Book 11109 Page 177 and/or Document# 9.Does the site contain a brook, body of water or wetlands? NO DON'T KNOW YES X IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained Yes , date issued: 11/9/2012 (Form Continues On Other Side) W:\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 8/4/2004 File#MP-2015-0070 APPLICANT/CONTACT PERSON NORTHAMPTON COMMUNITY ROWING t1DDRESS/PHONE P O BO X3 (413)230-9254 PROPERTY LOCATION 60 DAMON RD MAP 18 PARCEL 012 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: 0 PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: ZPA-STORAGE FACILITY&FENCED YARD&45 X 80 STEEL BLDG New Construction Non Structural interior renovations Addition to Existing Accesso^y Structure Building Plans Included• Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFQRMATION PRESENTED: c/Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER: § Intermediate Project: Site Plan AND/OR Special Permit with Site Plan Major Project: Site Plan AND/OR Special Permit with Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Signature of Building Of icial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact the Office of Planning&Development for more information. 60/DAMON RD MP-2015-0070 COMMONWEALTH OF MASSACHUSETTS 19 � CITY OF NORTHAMPTON GIS#: _8900 Block: - _ - . , ZONING PERMIT Lot: 001 „ • . Permit: ZONINGPERMIT APPLI APPLICATION PERMIT Category: Zoning Permit _ 'Permit# MP-2015-0070 PERMISSION IS HEREB Y GRANTED TO: Project# JS-2015-001756. Est. Cost: Contractor: License: Expires: fee Charged:$15.00 Homeowner as Contractor B $.00 — Owner: CITY OF NORTHAMPTON 14 of Fixtures Applicant: NORTHAMPTON COMMUNITY ROWING IDigSafe# AT. 60 DAMON RD U--seGroup _ 11ConstClass ISSUED ON. 13-Apr-2015 AMENDED ON: EXPIRES ON. TO PERFORM THE FOLLOWING WORK: ZPA-STORAGE FACILITY&FENCED YARD&45 X 80 STEEL BLDG THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Signature: Fee Type: Receipt No: Date Paid: Check No: Amount: Zoning Permit Application REC-2015-004971 30-Mar-15 2107 $15.00 212 Main Street,Phone:(413)587-1240,Fax:(413)587-1272,Email:lhasbrouck @northamptonma.gov GeoTMSOO 2015 Des Lauriers Municipal Solutions,Inc.