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Specifications /o3 3d :_t, 1 4 : d .� ✓ Y ►;Ar 0 2001 T r.,T STRUCTURAL CALCULATIONS FOR 2003 IBC LOADINGS FOUNDATION TIE DOWNS WINDS TO 100 MILES PER HOUR EXPOSURE D FOR FOUNDATION WORKS PROJECT NO. 25471.00 SEPTEMBER 16, 2005 CALCULATIONS BY DAVID C. CHURCHILL, E . I. T. REVIEWED AND STAMPED BY MICHAEL SZRAMEK, P.E., S.E. N I vir , . MC SQUARED, INC. 1235 EAST 4 AVENUE, SUITE 101 OLYMPIA, WASHINGTON 98506 -4211 (360) 754 -9339 •FAX (360) 352 -2044 ,15 (.-) STRUCTURAL CALCULATIONS FOR 2003 IBC LOADINGS FOUNDATION TIE DOWNS WINDS TO 100 MILES PER HOUR EXPOSURE D FOR FOUNDATION WORKS SEPTEMBER 16, 2005 PREPARED BY DAVID CHURCHILL, EIT REVIEWED AND STAMPED BY MICHAEL SZRAMEK, P.E. -- ..9 �KUCTUq�� 0 w 9, ��� P� °FF 1 , -z ,...c .... '. - . 9 208130 �� •cR F 2 g /STEP < ;. OREGO dp NAL t •%, �H 26 t � r EQPIAES QTI11I :31_, ...�.�_ q ( �, � [EXPIRES MC SQUARED, INC. l °i �� 1235 EAST 4 AVENUE, SUITE 101 OLYMPIA, WASHINGTON 98506 -4211 (360) 754 -9339 •FAX (360) 352 -2044 " Ry /4/. GD FOUNDATION WORKS "MAGNUM" STANDARD STRUCTURAL CALCULATIONS The design parameters for the mobile /modular /manufactured home hold down is based on the following assumptions: Double Wide home: 28' wide, 66' long, 8' tall walls with a 3:12 roof slope set 2' -6" above ground. Vertical support piers spaced 8' -0" oncenter Double Wide home: 24' wide, 66' long, 8' tall walls with a 3:12 roof slope set 2' -6" above ground. Vertical support piers spaced 8' -0" oncenter Single Wide home: 14' wide, 66' long, 8' tall walls with a 3:12 roof slope set 2' -6" above ground. Vertical support piers spaced 8' -0" oncenter Single Wide home: 10' wide, 66' long, 8' tall walls with a 3:12 roof slope set 2' -6" above ground. Vertical support piers spaced 8' -0" oncenter Dead Loads Roof 10 PSF Walls 7 PSF Floor 10 PSF Partition Load Floor 5 PSF Live Loads Roof 30 PSF (Snow) Floor 40 PSF Wind 100 MPH Exposure D • Seismic Ss = 1.5 This covers the maximum value in Washington and Oregon 51 = 0.6 This covers the maximum value in Washington and Oregon V= 2/3 Ss Fa W / 1.4 R • W= Weight of the home • Fa= 1 R= 2.5 Transverse Direction R= 3.5 Longitudinal Direction 1.4= Correction for allowable stresses • Soil Pressure Maximum Allowable 1500 PSF • h h .2 28X66 SEISMIC LOADS VT = 2/3 (1.5) 1.0W / 1.4(2.5) = 0.286 W V = 2/3 (1.5) 1.0W / 1.4(3.5) = 0.204 W Weight Roof 28 (66) (10) = 18480 # Walls 2 (66+ 28) (8) (7) = 10528 # Floor 28 (66) (10 + 5) = 27720 # Total 56728 # VT = 56728 (0.286) = 16208 # VL = 56728 (0.204) = 11577 # CHECK OVERTURNING Transverse Direction MOT = 16208 (2.5 + 2/3( 8 +4)) = 170184 ' # MMES = 56728 (11.125) (0.6) = 378659 ' # F.S. = 378659 / 170184 = 2.23 >1.5 OK No additional strapping required Longitudinal Direction MOT = 11577 (2.5 + 2/3( 8 +4)) = 121560'# MRES = 56728 (22) (0.6) = 748810 ' # F.S. = 748810 / 121560 = 6.16 >1.5 OK No additional strapping re pP� 9 uired 4 • S74/, �z) SHEAR TRANSFER With 12 Magnum Supports Minimum vertical load: ((28/4) (8) (10 +10 +5) + (8)(8)7) (0.6) = 1109 # Magnum Footing Properties A = 6.33 ft SL = 3.34 ft'' ST = 2.11 ft' • Soil Pressure P/A +/- M/S Transverse Direction VT = 16208 / 12 = 1351 # • M = 1351 (2.5) = 3377 ' # Maximum Soil Pressure: 1109 / 6.33 + 3377 / 3.34 = 175 + 1010 = 1185 PSF Minimum Soil Pressure: 1109 / 6.33 - 3377 / 3.34 = 175 - 1010 = -835 PSF LONGITUDINAL DIRECTION VT = 11577 / 12 = 965 # M = 965 (2.5) = 2412'# • Maximum Soil Pressure: 1109/6.33 +2412/2.11=175 + 1142 = 1318 PSF Minimum Soil Pressure: 1109/6.33- 2412/2.11=175 -1142= -967 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams will transfer weight to the unit to keep it in place. n • 1 1.574 I cv ,_ WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Uplift (Case I) P = AIwPs30 Roof Pitch @ 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B -6.6 1.47 -9.7 24 -233 12.5 -2911 C 13.3 1.47 19.6 480 9384 6.5 60999 D -3.8 1.47 -5.6 240 -1341 12.5 -16758 9215 50457 E -19.1 1.47 - 28.1 84 -2358 -18.13 42747.23 F -12.4 1.47 - 18.2 84 -1531 -4.13 6316.002 G -13.3 1.47 - 19.6 840 -16423 -18.13 297664 H -9.5 1.47 -14.0 840 -11731 -4.13 48388.73 32043 395116 Total Moment I 445573 MOT = 445573 ' # MRES = 56728 (11.125) (0.6) = 378659 ' # F.S. = 378659 / 445573 = 0.85 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 378659 + (2) (4007) (22.25) = 556968 ' # F.S.OT = 556968 / 445573 = 1.25 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and 1 at mid -span MRES = 378659 + (3) (4007) (22.25) = 646123 ' # F.S. = 646123 / 445573 = 1.45 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the third points MRES = 378659 + (4) (4007) (22.25) = 735277 ' # F.S.O = 735277 / 445573 = 1.65 >1.5 OK USE 4 STRAPS EACH SIDE .-,2S74/ etl • • q3q WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Horizontal ,.- (Case II) P = MwPs30 Roof Pitch © 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B 10 1.47 14.7 24 353 12.5 4410 C 13.3 1.47 19.6 480 9384 6.5 60999 D 10 1.47 14.7 240 3528 12.5 44100 14669 118636 E 0 1.47 0.0 84 0 -18.13 0 F 0 1.47 0.0 84 0 -4.13 0 G 0 1.47 0.0 840 0 -18.13 0 H 0 1.47 0.0 840 0 -4.13 0 0 0 Total Moment I 118636 MOT = 118636 ' # MRES = 56728 (11.125) (0.6) = 378659 ' # F.S. = 378659 / 118636 = 3.19 >1.5 OK No additional strapping required • • USE 4 STRAPS EACH SIDE • ,.;;).7. C b ', Iv '� WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Uplift (Case I) P = Al Ps3o Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 Ps Awall 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 Cwa,1 10.5 1.47 15.4 187 2886 6.5 18761 CGable 10.5 1.47 15.4 44.5 687 12.17 8357 4976 36759 E -19.1 1.47 -28.1 198 -5559 -38.50 214031 F -10.8 1.47 -15.9 198 -3143 -5.50 17289 G -13.3 1.47 -19.6 726 -14194 -38.50 546470 H -8.4 1.47 -12.3 726 -8965 -5.50 49306 31861 827096 Total Moment II 863855 MOT = 863855 ' # MRES = 56728 (22) (0.6) = 748810 ' # F.S. = 748810 / 863855 = 0.87 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 748810 + (2) (4007) (50.) = 1149503 ' # F.S. = 1149503 / 863855 = 1.33 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the third points MRES = 748810 + (2) (4007) (50.) + (2) (4007) (31.33) = 1400605 ' # F.S. = 1400605 / 863855 = 1.62 >1.5 OK USE 4 STRAPS EACH SIDE (9:7 Qb 8 44/ WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Horizontal (Case II) P = AlwPs30 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps Awed 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 Cwan 10.5 1.47 15.4 187 2886 6.5 18761 CGable 10.5 1.47 15.4 44.5 687 12.17 8357 4976 36759 E 0 1.47 0.0 198 0 -38.50 0 F 0 1.47 0.0 198 0 -5.50 0 G 0 1.47 0.0 726 0 -38.50 0 H 0 1.47 0.0 726 0 -5.50 0 0 0 Total Moment I 36759 Mar = 36759 ' # Macs = 56728 (22) (0.6) = 748810 ' # F.S. = 748810 / 36759 = 20.37 >1.5 OK No additional strapping required USE 4 STRAPS EACH SIDE r; 75/4 %, QJ /•- / SHEAR TRANSFER With 12 Magnums Assume tension ties provide 50% of their capacity to resist shear. Capacity/Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 4 VT = (14669 - (4) (4007/2)) / 12 = 555 # M = 555 (2.5) = 1387 ' # Maximum Soil Pressure: 1109 / 6.33 + 1387 / 3.34 = 175 + 415 = 590 PSF Minimum Soil Pressure: 1109/ 6.33 - 1387/3.34= 175-415= -240 PSF Longitudinal Direction VT = (4976) / 12 = 415 # M = 415 (2.5) = 1037'# Maximum Soil Pressure: 1109 / 6.33 + 1037 / 2.11 = 175 + 491 = 666 PSF Minimum Soil Pressure: 1109/ 6.33 - 1037/2.11 =175-491= -316 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams and tension ties will transfer weight to the unit to keep it in place. • a75'74 /, oD %/ SLIDING MAX VE = 16208 # Seismic Controls MAX V = 14669 # VWL = 4976 # F.S.SLIDING 0.6 (56728) (0.45)/16208 = 0.95 < 1.5 ADDITIONAL STRAPPING REQD Transverse Direction With 4 tension ties at each side Capacity 4250 (cos 45) (1.33) = 4007 # F.S.SLIDING (0.6 (56728) (0.45) + (4) 4007)/16208 = 1.93 >1.5 OK Longitudinal Direction Try 2 tension ties at each end F .S.SLIDING (0.6 (56728) (0.45) + (2) 4007)/16208 = 1.44 < 1.5 NG! Use 4 straps @ each end F.S.SLIDING (0.6 (56728) (0.45) + (4) 4007)/16208 = 1.93 >1.5 OK UPLIFT MAX Wind Uplift = 32043 # 0.6D = 0.6 (56728) = 34037 # F.S. Uplift = 34037 / 32043 = 1.06 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With 16 tension ties: (16 (4007) + 34037) / 32043 = 3.06 >1.5 OK J USE 4 STRAPS EACH SIDE AND 4 STRAPS EACH END R5 o) 24 x 66 Seismic Loads VT = 2/3 (1.5) 1.0W / 1.4(2.5) = 0.286 W V = 2/3 (1.5) 1.0W / 1.4(3.5) = 0.204 W Weight Roof 24 (66) (10) = 15840 # Walls 2 (66+ 24) (8) (7) = 10080 # Floor 24 (66) (10 + 5) = 23760 # Total 49680 # VT = 49680 (0.286) = 14194 # V = 49680 (0.204) = 10139 # CHECK OVERTURNING Transverse Direction MOT = 14194 (2.5 + 2/3( 8 +3.5)) = 144309 ' # MRES = 49680 (10.125) (0.6) = 301806 ' # F.S.0 = 301806 / 144309 = 2.09 >1.5 OK No additional strapping required Longitudinal Direction MOT = 10139 (2.5 + 2/3( 8 +3.5)) = 103078 ' # MRES = 49680 (22) (0.6) = 655776 ' # F.S. = 655776 / 103078 = 6.36 >1.5 OK No additional strapping required a5741. WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Uplift (Case I) P = MIwPs3o Roof Pitch @ 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 PS A 19.9 1.47 29.3 48 1404 6.5 9127 B -6.6 1.47 -9.7 21 -204 12.25 -2496 C 13.3 1.47 19.6 480 9384 6.5 60999 D -3.8 1.47 -5.6 210 -1173 12.25 -14370 9412 53260 E -19.1 1.47 -28.1 72 -2022 -16.13 32597.4 F -12.4 1.47 -18.2 72 -1312 -4.13 5413.716 G -13.3 1.47 -19.6 720 -14077 -16.13 226987.1 H -9.5 1.47 -14.0 720 -10055 -4.13 41476.05 27465_ 306474 Total Moment 359735 Mar = 359735 ' # MRES = 49680 (10.125) (0.6) = 301806 ' # F.S. = 301806 / 359735 0.84 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 301806 + (2) (4007) (20.25) = 464087 ' # F.S. = 464087 / 359735 = 1.29 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and 1 at mid -span MRES = 301806 + (3) (4007) (20.25) = 545228 ' # F.S. = 545228 / 359735 = 1.52 >1.5 OK USE 3 STRAPS EACH SIDE • a s7.¢/ 03 SHEAR TRANSFER With 12 Magnum Supports Minimum vertical load: ((24 / 4)(8)(10 + 10 + 5) + (8)(8)7)(0.6) = 989 # Magnum Footing Properties A = 6.33 ft SL = 3.34 ft' ST = 2.11 ft' Soil Pressure P/A +/- M/S Transverse Direction VT = 14194 / 12 = 1183 # M = 1183 (2.5) = 2957 ' # Maximum Soil Pressure: 989 / 6.33 + 2957 / 3.34 = 156 + 885 = 1041 PSF Minimum Soil Pressure: 989 / 6.33 - 2957 / 3.34 = 156 - 885 = -729 PSF LONGITUDINAL DIRECTION VT = 10139 / 12 = 845 # M= 845(2.5)= 2112'# Maximum Soil Pressure: 989 / 6.33 + 2112 / 2.11 = 156 + 1001 = 1157 PSF Minimum Soil Pressure: 989/6.33-2112 /2.11=156-1001= -844 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams will transfer weight to the unit to keep it in place. • • P c .1.574/ . a) 1 % , WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Horizontal (Case II) P = AIwPs30 Roof Pitch © 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B 10 1.47 14.7 21 309 12.25 3782 C 13.3 1.47 19.6 480 9384 6.5 60999 D 10 1.47 14.7 210 3087 12.25 37816 14184 111723 E 0 1.47 0.0 72 0 -16.13 0 F 0 1.47 0.0 72 0 -4.13 0 G 0 1.47 0.0 720 0 -16.13 0 H 0 1.47 0.0 720 0 -4.13 0 0 0 • Total Moment I 111723 • Mar = 111723 ' # MRES = 49680 (10.125) (0.6) = 301806 ' # F.S. = 301806 / 111723 = 2.70 >1.5 OK No additional strapping required • USE 3 STRAPS EACH SIDE 2 x74/ ea WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Uplift (Case I) P = MIwPs30 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps Awan 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 Cwan 10.5 1.47 15.4 153 2362 6.5 15350 CGable 10.5 1.47 15.4 31.5 486 12.00 5834 4250 30826 E -19.1 1.47 -28.1 198 -5559 -38.50 214031 F -10.8 1.47 -15.9 198 -3143 -5.50 17289 G -13.3 1.47 -19.6 594 -11613 -38.50 447112 H -8.4 1.47 -12.3 594 -7335 -5.50 40341 27651 718773 Total Moment I 749599 MOT = 749599 ' # MRES = 49680 (22) (0.6) = 655776 ' # F.S.O = 655776 / 749599 = 0.87 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 655776 + (2) (4007) (50.) = 1056470 ' # F.S. = 1056470 / 749599 = 1.41 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at midspan MRES = 655776 + (2) (4007) (50.) + (2) (4007) (22.) = 1232775 ' # F.S.O = 1232775 / 749599 = 1.64 >1.5 OK USE 3 STRAPS EACH SIDE c-3s741. eia WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Horizontal (Case II) P6 = AIwP630 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps Awau 15.9 1.47 23.4 55.5 1297 6.5 8432 AGat* 15.9 1.47 23.4 4.5 105 11.5 1210 Cavan 10.5 1.47 15.4 153 2362 6.5 15350 CGable 10.5 1.47 15.4 31.5 486 12.00 5834 4250 30826 E 0 1.47 0.0 198 0 -38.50 0 F 0 1.47 • 0.0 198 0 -5.50. 0 G 0 1.47 0.0 594 0 -38.50 0 H 0 1.47 0.0 594 0 -5.50 0 0 0 Total Moment I 30826 MOT = 30826 ' # MRES = 49680 (22) (0.6) = . 655776 ' # F.S.O = 655776 / 30826 = 21.27 >1.5 OK No additional strapping required USE 3 STRAPS EACH SIDE ,s74/. IN SHEAR TRANSFER With 12 Magnums Assume tension ties provide 50% of their capacity to resist shear. Capacity /Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 3 VT = ( 14184 - (3) (4007/2)) / 12 = 681 # M =681 (2.5) = 1703'# Maximum Soil Pressure: 989 / 6.33 + 1703 / 3.34 = 156 + 509 = 666 PSF Minimum Soil Pressure: 989 / 6.33 - 1703 / 3.34 = 156 - 509 = -353 PSF Longitudinal Direction VT = (4250) / 12 = 354 # M = 354 (2.5) = 885'# Maximum Soil Pressure: 989/ 6.33 + 885/2.11 =156+419= 576 PSF Minimum Soil Pressure: 989/6.33 - 885/2.11=156-419= -263 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams and tension ties will transfer weight to the unit to keep it in place. x5741. o0 // SLIDING MAX VE = 14194 # Seismic Controls MAX V = 14184 # VWL = 4250 # F.S•SLIDING 0.6 (49680) (0.45)/14194 = 0.95 < 1.5 ADDITIONAL STRAPPING REQD Transverse Direction With 3 tension ties at each side Capacity 4250 (cos 45) (1.33) = 4007 # F.S.SLIDING (0.6 (49680) (0.45) + (3) 4007)/14194 = 1.79 >1.5 OK Longitudinal Direction Try 2 tension ties at each end F.S.SLIDING (0.6 (49680) (0.45) + (2) 4007)/14194 = 1.51 >1.5 OK UPLIFT MAX Wind Uplift = 27651 # 0.6D = 0.6 (49680) = 29808 # F.S. Uplift = 29808 / 27651 = 1.08 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With 10 tension ties: (10 (4007) + 29808) / 27651 = 2.53 >1.5 OK USE 3 STRAPS EACH SIDE AND 2 STRAPS EACH END 02514/,a /9* 14 x 66 Seismic Loads VT = 2/3 (1.5) 1.0W / 1.4(2.5) = 0.286 W V = 2/3 (1.5) 1.0W / 1.4(3.5) = 0.204 W Weight Roof 14 (66) (10) = 9240 # Walls 2 (66+ 14) (8) (7) = 8960 # Floor 14 (66) (10 + 5) = 13860 # Total 32060 # VT = 32060 (0.286) = 9160 # V = 32060 (0.204) = 6543 # CHECK OVERTURNING Transverse Direction MOT = 9160 (2.5 + 2/3 (8 + 2.25)) = 85493 ' # MRES = 32060 (4.125) (0.6) = 79349 ' # F.S. = 79349 / 85493 = 0.93 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 79349 + (2) (4007) (8.25) = 145463 ' # F.S.O = 145463 / 85493 = 1.70 >1.5 OK USE 2 STRAPS EACH SIDE Longitudinal Direction MOT = 6543 (2.5 + 2/3 (8 + 2.25)) = 61067 ' # MBEs = 32060 (22) (0.6) = 423192 ' # F.S. = 423192 / 61067 = 6.93 >1.5 OK No additional strapping required /741 C O • r. A9A/ SHEAR TRANSFER With 6 Magnum Supports Minimum vertical load: • ((14 / 2)(8)(10 + 10 + 5) + (8)(8)(7))(0.6) = 1109 # Magnum Footing Properties A = 6.33 ft S = 3.34 ft' ST = 2.11 ft' Soil Pressure P/A +/- M/S Assume tension ties provide 50% of their capacity to resist shear. Capacity /Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 2 VT = (9160- (2)4007)/ 6 = 191 # M = 191 (2.5) = 478'# Maximum Soil Pressure: 1109 / 6.33 + 478 / 3.34 = 175 + 143 = 318 PSF Minimum Soil Pressure: 1109 / 6.33 - 478 / 3.34 = 175 - 143 = 32 PSF LONGITUDINAL DIRECTION VT = 6543 / 6) = 1090 # M = 1090 (2.5) = 2726 ' # Maximum Soil Pressure: 1109 / 6.33 + 2726 / 2.11 = 175 + 1291 = 1466 PSF Minimum Soil Pressure: 1109/6.33-2726/2.11=175-1291= -1116 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams will transfer weight to the unit to keep it in place. Rs741. C WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Uplift (Case I) P = Al P s30 Roof Pitch © 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B -6.6 1.47 -9.7 13.5 -131 11.625 -1523 C 13.3 1.47 19.6 480 9384 6.5 60999 D -3.8 1.47 -5.6 135 -754 11.625 -8767 _ 9904 _ 59837 E -19.1 1.47 -28.1 42 -1179 -7.63 8991.659 F -12.4 1.47 -18.2 42 -766 -0.63 478.485 G -13.3 1.47 -19.6 420 -8211 -7.63 62612.08 H -9.5 1.47 -14.0 420 -5865 -0.63 3665.813 16022 75748 Total Moment 1 135585 MOT = 135585 ' # MRES = 32060 (4.125) (0.6) = 79349 ' # F.S. = 79349 / 135585 = 0.59 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 79349 + (2) (4007) (8.25) = 145463 ' # F.S.O = 145463 / 135585 = 1.07 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the third points MRES = 79349 + (4) (4007) (8.25) = 211577 ' # F.S.o = 211577 / 135585 = 1.56 >1.5 OK USE 4 STRAPS EACH SIDE 4s74/.c by WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Horizontal (Case II) P = AIWP53o Roof Pitch @ 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Momerit Ps3o A P A 19.9 1.47 29.3 48 1404 6.5 9127 B 10 1.47 14.7 13.5 1 98 1.625 2307 C 13.3 1.47 19.6 480 9384 - _ 6.5 60999 D 101 1.47 14.7 135 1985 11.625 23070 I 12972 95503 0 1.47 0.0 42 0 -7.63 0 F 0 1.47 0.0 42 0 -0.63 0 G i 0 1.47 1 0.0 420 0 -7.63 0 H ! 0 1.47 0.0 420 0 -0.63 0 0 0 Total Moment 95503 Mo: = 95503 ' # MRES = 32060 (4.125) (0.6) = 79349 ' if F.S. = 79349 / 95503 = 0.33 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 79349 + (2) (4007) (8.25) = 145463 ' F•S•or = 145463 / 95503 = 1.52 >1.5 OK (- USE 4 STRAPS EACH SIDE . 574/, Os 7 . WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Uplift r: (Case I) Ps = MIwPs3o Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS3o A Ps Awed 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 Cavan 10.5 1.47 15.4 68 1050 6.5 6822 CGable 10.5 1.47 15.4 7.75 120 11.58 1386 2572 17849 E -19.1 1.47 -28.1 198 -5559 -38.50 214031 F -10.8 1.47 -15.9 198 -3143 -5.50 17289 G -13.3 1.47 -19.6 264 -5161 -38.50 198716 H -8.4 1.47 -12.3 264 -3260 -5.50 17929 17124 447966 Total Moment I 465815 MOT = 465815 ' # MRES = 32060 (22) (0.6) = 423192 ' # F.S. = 423192 / 465815 = 0.91 ‹ NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 423192 + (2) (4007) (50.) = 823886.' # F.S.O = 823886 / 465815 = 1.77>1.50K • USE 4 STRAPS EACH SIDE -2(// J WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Horizontal (Case II) Ps = MIwPs30 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps Awan 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 Cwan 10.5 1.47 15.4 68 1050 6.5 6822 CGable 10.5 1.47 15.4 7.75 120 11.58 1386 2572 17849 E 0 1.47 0.0 198 0 -38.50 0 F 0 1.47 0.0 198 0 -5.50 0 G 0 1.47 0.0 264 0 -38.50 0 H 0 1.47 0.0 264 0 -5.50 0 0 0 Total Moment I 17849 MOT = 17849 ' # MRES = 32060 (22) (0.6) = 423192 ' # F.S. = 423192 / 17849 = 23.71 >1.5 OK No additional strapping required • USE 4 STRAPS EACH SIDE 574/, c SHEAR TRANSFER With 6 Magnums Assume tension ties provide 50% of their capacity to resist shear. Capacity /Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 4 VT = (12972 - (4) (4007/2)) / 6 = 826 # M = 826 (2.5) = 2066 ' # Maximum Soil Pressure: 1109 / 6.33 + 2066 / 3.34 = 175 + 618 = 793 PSF Minimum Soil Pressure: 1109 / 6.33 - 2066 / 3.34 = 175 - 618 = -443 PSF Longitudinal Direction VT = 2572 / 6 = 429 # M = 429 (2.5) = 1071 ' # Maximum Soil Pressure: 1109 / 6.33 + 1071 / 2.11 = 175 + 508 = 683 PSF Minimum Soil Pressure: 1109 / 6.33 - 1071 / 2.11 = 175 - 508 = -332 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams and tension ties will transfer weight to the unit to keep it in place. . • .R.5-7.4 I Lop SLIDING MAX VE= 9160# MAX V = 12972 # Winds Control @ sides VWL = 2572 # Seismic Controls @ Ends Transverse Direction F.S•SLIDING (0.6(32060) (0.45))/12972 = 0.67 < 1.5 NG! STRAPS REQUIRED With 4 tension ties at each side Capacity 4250 (cos 45) (1.33) = 4007 # F.S.SLIDING (0.6(32060) (0.45) + (4) 4007))/12972 = 1.90 >1.5 OK Longitudinal Direction F•S•SLIDING (0.6(32060) (0.45))/9160 = 0.95 < 1.5 NG! STRAPS REQUIRED Try 2 tension ties at each end F.S•SLIDING (0.6 (32060) (0.45) + (2) 4007)/9160 = 1.82 >1.5 OK UPLIFT MAX Wind Uplift = 17124 # 0.6D = 0.6 (32060) = 19236 # F.S. Uplift = 19236 / 17124 = 1.12 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With 12 tension ties: (12 (4007) + 19236) / 17124 = 3.93 >1.5 OK USE 4 STRAPS EACH SIDE AND 2 STRAPS EACH END 0? 574/ ca `// 10 x 66 Seismic Loads VT = 2/3 (1.5) 1.0W / 1.4(2.5) = 0.286 W VL = 2/3 (1.5) 1.0W / 1.4(3.5) = 0.204 W Weight Roof 10 (66) (10) = 6600 # Walls 2 (66+ 10) (8) (7) = 8512 # Floor 10 (66) (10 + 5) = 9900 # Total 25012 # VT = 25012 (0.286) = 7146 # VL = 25012 (0.204) = 5104 # CHECK OVERTURNING Transverse Direction MOT = 7146 (2.5 + 2/3 (8 + 1.75)) = 64317 ' # MRES = 25012 (3.0) (0.6) = 45022 ' # F.S. 45022 / 64317 = 0.70 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 45022 + (2) (4007) (6.) = 93105 ' # F.S. = 93105 / 64317 = 1.45 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at midspan MRES = 45022 + (3) (4007) (6.) = 117146 ' # F.S. = 117146 / 64317 = 1.82 >1.5 OK USE 3 STRAPS EACH SIDE 0 2 x74/, o2g/x Longitudinal Direction Mar = 5104 (2.5 + 2/3 (8 + 1.75)) = 45940 ' # MRES = 25012 (22) (0.6) = 330158 ' # F.S.o = 330158 / 45940 = 7.19 >1.5 OK No additional strapping required SHEAR TRANSFER With 6 Magnum Supports Minimum vertical load: ((10 / 2)(8)(10 + 10 + 5) + (8)(8)(7))(0.6) = 869 # Magnum Footing Properties A= 6.33 ft S� = 3.34 ft" ST = 2.11 ft Soil Pressure P/A +/- M/S Assume tension ties provide 50% of their capacity to resist shear. Capacity /Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 3 VT = (7146- (3)4007)/ 6 = -812 # M = 812 (2.5) = 2031 ' # Maximum Soil Pressure: 869 / 6.33 + 2031 / 3.34 = 137 + 608 = 745 PSF Minimum Soil Pressure: 869 / 6.33 - 2031 / 3.34 = 137 - 608 = -470 PSF LONGITUDINAL DIRECTION VT 5104 /6) = 851 # M =851 (2.5) = 2127'# Maximum Soil Pressure: 869 / 6.33 + 2127 / 2.11 = 137 + 1007 = 1145 PSF Minimum Soil Pressure: 869 / 6.33 - 2127 / 2.11 = 137 - 1007 = -870 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams will transfer weight to the unit to keep it in place. .2574/. 63 WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Uplift (Case I) P = MIwP530 Roof Pitch @ 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B -6.6 1.47 -9.7 10.5 -102 11.375 -1159 C 13.3 1.47 19.6 480 9384 6.5 60999 D -3.8 1.47 -5.6 105 -587 11.375 -6672 10100 62295 E -19.1 1.47 -28.1 30 -842 -5.50 4632.705 F -12.4 1.47 -18.2 30 -547 -0.50 273.42 G -13.3 1.47 -19.6 300 -5865 -5.50 32259.15 H -9.5 1.47 -14.0 300 -4190 -0.50 2094.75 11444 39260 Total Moment 101556 • MOT = 101556 ' # MRES = 25012 (3.0) (0.6) = 45022 ' # F.S. = 45022 / 101556 = 0.44 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 45022 + (2) (4007) (6.) = 93105 ' # F.S. = 93105 / 101556 = 0.92 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the third points MRES = 45022 + (4) (4007) (6.) = 141188 ' # F.S. = 141188 / 101556 = 1.39 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the quarter points MRES = 45022 + (5) (4007) (6.) = 165230 ' # F.S. = 165230 / 101556 = 1.63 >1.5 OK USE 5 STRAPS EACH SIDE . :25744/• w ' WIND LOADS 100 MPH Exposure D Transverse Direction Maximum Horizontal (Case II) Ps = ) IwP53o Roof Pitch @ 3:12 Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment Ps30 A Ps A 19.9 1.47 29.3 48 1404 6.5 9127 B 10 1.47 14.7 10.5 154 11.375 1756 C 13.3 1.47 19.6 480 9384 6.5 60999 D 10 1.47 14.7 105 1544 11.375 17557 12486 89439 E 0 1.47 0.0 30 0 -5.50 0 F 0 1.47 0.0 30 0 -0.50 0 G 0 1.47 0.0 300 0 -5.50 0 H 0 1.47 0.0 300 0 -0.50 0 0 0 Total Moment I 89439 MOT = 89439 ' # MRES = 25012 (3.0) (0.6) = 45022 ' # F.S. = 45022 / 89439 = 0.50 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 45022 + (2) (4007) (6.) = 93105 ' # F.S. = 93105 / 89439 = 1.04 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner and at the quarter points MRES = 45022 + (5) (4007) (6.) = 165230 ' # F.S. = 165230 / 89439 = 1.85 >1.5 OK • USE 5 STRAPS EACH SIDE c 574/ au WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Uplift (Case I) P = ijw P530 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A PS Awall 15.9 1.47 23.4 55.5 1297 6.5 8432 AGable 15.9 1.47 23.4 4.5 105 11.5 1210 CW all 10.5 1.47 15.4 34 525 6.5 3411 CGable 10.5 1.47 15.4 1.75 27 11.42 308 1954 13361 E -19.1 1.47 -28.1 198 -5559 -38.50 214031 F -10.8 1.47 -15.9 198 -3143 -5.50 17289 G -13.3 1.47 -19.6 132 -2581 -38.50 99358 H -8.4 1.47 -12.3 132 -1630 -5.50 8965 12913 339643 Total Moment I 353004 MOT = 353004 ' # MRES = 25012 (22) (0.6) = 330158 ' # F.S.o = 330158 / 353004 = 0.94 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With a tension tie at each corner Capacity 4250 (cos 45) (1.33) = 4007 # MRES = 330158 + (2) (4007) (50.) = 730852 ' # F.S.O = 730852 / 353004 = 2.07 >1.5 OK • USE 5 STRAPS EACH SIDE a 574/. ou • a� WIND LOADS 100 MPH Exposure D Longitudinal Direction Maximum Horizontal `- (Case II) Ps = AIwP530 Gable End Roof Zone Pressure Adjust Pressure Trib Area Fh Fv Arm Moment PS30 A Ps Away 15.9 1.47 23.4 55.5 1297 6.5 8432 AGabIe 15.9 1.47 23.4 4.5 105 11.5 1210 Cwau 10.5 1.47 15.4 34 525 6.5 3411 CGabie 10.5 1.47 15.4 1.75 27 11.42 308 1954 13361 E 0 1.47 0.0 198 0 -38.50 0 F 0 1.47 0.0 198 0 -5.50 0 G 0 1.47 0.0 132 0 -38.50 0 H 0 1.47 0.0 132 0 -5.50 0 0 0 Total Moment I 13361 MOT = 13361 ' # MRES = 25012 (22) (0.6) = 330158 ' # F.S.OT = 330158 / 13361 = 24.71 >1.5 OK No additional strapping required • USE 5 STRAPS EACH SIDE • :5 oil SHEAR TRANSFER With 6 Magnums Assume tension ties provide 50% of their capacity to resist shear. Capacity/Strap 4250 (cos 45) (1.33) = 4007 # Transverse Direction Number of straps to resist 5 VT = ( 12486 - (5) (4007/2)) / 6 = 412 # M= 412(2.5)= 1029'# Maximum Soil Pressure: 869 / 6.33 + 1029 / 3.34 = 137 + 308 = 445 PSF Minimum Soil Pressure: 869 / 6.33 - 1029 / 3.34 = 137 - 308 = -171 PSF Longitudinal Direction VT = 1954 / 6 = 326 # M= 326(2.5)= 814'# Maximum Soil Pressure: 869 / 6.33 + 814 / 2.11 = 137 + 386 = 523 PSF Minimum Soil Pressure: 869 / 6.33 - 814 / 2.11 = 137 - 386 = -249 PSF If the mobile unit wants to lift up due to seismic forces, the steel runner beams and Pension ties will transfer weight to the unit to keep it in place. • 015741 . a� 5 44 SLIDING MAX VE = 7146 # MAX V = 12486 # Winds Control @ sides VWL = 1954 # Seismic Controls @ Ends Transverse Direction F.S.SLIDING (0.6(25012) (0.45))/12486 = 0.54 < 1.5 NG! STRAPS REQUIRED With 5 tension ties at each side Capacity 4250 (cos 45) (1.33) = 4007 # F.S.SLIDING (0.6(25012) (0.45) + (5) 4007))/12486 = 2.15 >1.5 OK Longitudinal Direction F.S.SLIDING (0.6(25012) (0.45))/7146 = 0.95 < 1.5 NG! STRAPS REQUIRED Try 2 tension ties at each end F.S.SLIDING (0.6 (25012) (0.45) + (2) 4007)/7146 = 2.07 >1.5 OK UPLIFT MAX Wind Uplift = 12913 # 0.6D = 0.6 (25012) = 15007 # F.S. Uplift = 15007 / 12913 = 1.16 < 1.5 NG! ADDITIONAL STRAPPING REQUIRED With 14 tension ties: (14 (4007) + 15007) / 12913 = 5.51 >1.5 OK USE 5 STRAPS EACH SIDE AND 2 STRAPS EACH END .. .. • .. . • `, • ... C; S S t.1 S&T Consulting Engineers • • • • : : ' ' ' ' • 6635 Skyline Road South Prepared by: • Rebai Tamerhoulet, PE; SE 1 Salem, OR 97306 Tel: (503) 931 -2767 •_• . • ••• • • . - - •- • • • •.. • ... The scope of work is limited to design of the foundation. The buildirts,ate the ISrelabric etl classroom. The buildings will have Oregon insignia issued by the state building Codes Division. the design criteria: ••• ••• • • "' •• . . Wand Speed 100 mph (3sec. a.=stt • • • • • • Exposure B • •.• • • • • • ••� °� i' j _ ; Allowable Soil Bearing 1500 psf � '� f U y L� ` � Concrete Strength : 2,500.00 psi ts Steel Strength : 60,000.00 psi ' Y o 0 2001 ;Sesismic Design Category: D �`� 3 V See attached OTAK civil drawings showing the accessible route and utlities lc ij h _ ., - -, _' �, Q p9,0oC)-oo3G /e36 G ..,__ , DEFERRED • Fire Sprinkler • . Fire Alarm Z ,°: Mechanical .' Plumbing •r ,,,, :. Electrical ! Truss Engineering • Shop Drawings ,.., Other am p, is r pR il kuip. c 1 ,953PE w •'r y OREGON �ti PI . �F�� MgER 01. J��v / rAMEa� V. FXpIRES. S /301 A- • • •'..••••• E D ` • • • •• •• } _ D __ ' :r�R IUN ITI ❑N PLAN ,,, • • • )• ••• • • •••• •••) • •• • • • •• • • • •• • • • • • BUILDING NUMBER 3 • • • • • • • • • • • • • • • • • 27' -8" X 64' -0" •:• • ' ••. ••SSE :S05 • ; : : :F :DUNDATI ❑N • • • el • • 'PLAll• I i_ I r- 1 I L L J Cu CK L.IJ O i I D d' N❑RTH z `D 0x z �, 1=1 CO J I PciCU SEE S05 FOR F❑UNDATI ❑N PLAN L L y J BUILDING NUMBER 1 27' -8" X 64' -0" otRUCTU , PROFp Ica 04GIN S /Oy9 ck 16953PE 2 OREGON , , , L J FB q � 16. 19 J \ � ti / T AMER S° , I EXPIRES 6/30/08 V. 4 Consulting Engineers 'Project Name and Address: ' Revised: Sheet: A Structural Design 6635 Skyline Road S. Project No.: (. Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Enginnering T el. (503) 931 -2767 COMMUNITY CENTER Date: Plan Review Consultant PORTLAND OREGON Fax: (503) 581 -9700 Scale: • . . • •• •• • • • • • •• • • • •.. • • • • • • • • • •• •• • • • • • ••• • • • • • • • • • • • • • • S&T Consulting Engineers • • • • • • • • •• - - 6635 Skyline Road South Prepared by: Rebai Tamerhoulet, PE; SE Salem, OR 97306 Tel: (503) 931.-27g7. •.. • • ••• i7 • • • ) • • • - • I • • •• • • • ;Life Load: 50 ps6 .: : • : • • • • Dead Load: 12 psf • Snow Load: 25 psf • • • • • • • • • Dead Load + Live Load: 62 psf Floor • ••• • • • • • • • Dead Load + Snow Load: 37 plf roof ••• • 12' Eterior foundation Load: 2' I 10' Re = (DL +SL) x 14/2 = 259.0 plf Interior Foundation Load: Ri = (DL +LL)x14 = 434 plf Load on ridge beam : Rr= (DL +SL)x14 = 518 plf Interior Reaction for ridge beam Rrre = Rr x 64/2 = 16576 lb Exterior Reaction for ridge beam Rrri = Rr x 32/2 = 8288 lb Interior footing under steel beam (10' -01 Rix 10= 3472 lb Load allowable area WIDTH bearing foundation Use 16576 1500.0 6.3 9500.00 8288 1500.0 6.3 9500.00 3472 1500.0 6.3 9500.00 . . . 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AMERN • 0.0 r 1 F ❑UNDATI ❑N PLAN I EXPIRES 6/30/08 I c S O Consulting Engineers 'Project Name and Address: Revised: Sheet: Structural Design 6635 Skyline Road S. Project No.: Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Enginnering T. �3 9$� -2767 COMMUNITY CENTER Date: S 04 Plan Review Consultant PORTLAND OREGON Fax: (503) 581 -9700 Scale: . , • • . 13' -10' 13' -10' .. .• . . . • .• • _ • • •-• • • • • • • • • • • • • ••• ••• • • • • • • • • • I - - -••• • •• • • • • • • • • • • . • I. ` o I I I � � - _ _ III • I f, ! �i ii � a "" ` u iii� 1 ll II IIII S� I •�L • • •.• l III,. • I A • • • • • • VA w ., 1 1 11 • ; Fl`' • : : • : : • :• .. •., • • • - 1 • w RR C. 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Project No.: ,,_;,• Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Enginnering T ed. (503) 931-2767 COMMUNITY CENTER Date: Plan Review Consultant PORTLAND OREGON Fax: (503) 581 -9700 Scale: .. . • • •• •• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • J • • • • • • •• • • • • •• • • • • • • • • •• , S &T Consulting Engineers 6635 Skyline Road South Prepared *p.:liQbai Tatf$rhdulet, RE : Salem, OR 97306 Tel: (503) D3:-2767 • • • • • • • ` WIND LOAD DATA: - • - • • e • Desi•n wind •ressures for buidings, structures and elements NIIIMM 70 mph 80 mph 90 mph 100 mph 110 natta qs • III •• Wind stagnation El 0 16.8 0 0 : . 0 _ _ _ i6. /_ps; Importance Factor �r 1 • • ••• • • Coef. ,, Coef. Y E e Coef. Coef. Pressure Coefficient Ic Height(ft) t- e C FT, Windw. Comp. USED "B" "C" "D" Wall Wall Roof 15 0.62 0.62 0 0 0.80 1.2 1.3 20 0.67 0.67 0 0 25 0.72 0.72 0 0 30 0.76 0.76 0 0 40 0.84 0.84 0 0 Pressure Coefficient gi Windward Leeward Windw. Leeward Components Wall wall Roof Roof Wall Roof 0.80 -0.50 -0.90 -0.70 1.2_ 1.3 0.30 WIND PRESSURE Main Roof Height 12.13 feet Roof height 6.25 feet GUST FACTOR COEFFICIEC, 0.62 GUST FACTOR COEFFICIEC, Nall 0.62 WINWARD WALL 8.33 psf LEEWARD WALL -5.21 psf WINWARD ROOF -9.37 psf CASE 1 3.12 psf CASE 2 LEEWARD ROOF -7.29 psf ROOF LENGHT 25.77 feet 3.12 Wind Pressure -7.29 Wind Pressures (P) Height(ft) Windward Components F Wall Wall Roof < =15 8.33 12.50 13.54 < =20 9.00 13.51 14.63 < =25 9.68 14.52 15.72 8.33 < =30 10.21 15.32 16.60 < =40 11.29 16.93 18.35 -5.21 F= (WINWARDWALL - LEEWARDWALL)XH +(WINWARDROOF - LEEWARDROOF)X HROOF F(plf) = 126.03 plf The force at each gable end wall V= FxL /2= 8066.15 Ib, Resisting force y W x 0.1 = 16102.40 plf Factor of safety = 1.9962931 O.K Use 4 anchors at each long side. • .. • •• • • • • •. • • • • • • • • • • • • • • • • • • • •• • • • • • • ••• • • • • • • • . • •. • •• . • • • • • • • • •• S &T Consulting Engineers • 6635 Skyline Road South Prepared b'. Rebai Tangencrlgt, P• 4 S• Salem, OR 97306 Tel: (503) 961,2 67 • •, ; ; • ; .' • • • • • • • • . . Longidudinal Direction Projection Area: ... ... • • .. .. y A = L x H/2 + (Lx Hroof /2) = 381.25 square feet Total Force : "' "' '• • • • • F =Axw= 5162.41b .:. • • Load per wall f =F /2 = 2581.22 lb Shear force per feet in wall v = f/L = 71.70 plf The weight of the building: W= 64 x 28 x (25 +12) = 161024 lbs Resisting force = .1x W = 16102.4 lbs Facor of safety = 3.12 • . NTERIOR . • la ..G❑LUpr• •• : :.' :'. •• •• �i :•_ t • •MQDULAR :SU n'ORT.'. e• : _ : :•OLUMNS PGR •FBUMDATL @NW❑RKS : SYSTEM 12 rALLEIS iY . • MANUFA &TUR @R'S RECOMMENDATIONS •. . •. n P ., •••. ••• •• • • III-111— 11 -1 I I -i I i —I 1 1-11-1: I - I 1 ' 1 I I- I I I -I I I -I I I -I I I -I I I- 111I 'F111-'11=1 =11 I 111 111 111 - 111 - 1 I I 111 111 - 111 - 1 I I - 111= 1 INTERI ❑R F❑❑TING DETAIL WIDE FLANGE BEAM SUPPORTING THE FLOOR S06 a PRIMARY SUPPORT — COLUMNS PER FOUNDATIONWORKS SYSTEM INSTALLED BY MANUFACTURER'S RECOMMENDATIONS -m 1 - 111- 111 111 111 111 111 111 111 111 - 111 — I = 111 - 11 I 111 111 111 111 111 111 111 111 - 111 = C SO6 INTERI ❑R F❑❑TING DETAIL U CHANNEL ATTACHED TO BOTTOM OF RIM JOISTS (2) 2X4 P.T TOP PLATE (SINGLE PLATE @SIM) Z FOUNDATIONWORKS hl TOE NAIL RIM T❑ TOP PLATE PRECAST PANEL 3/4' MANUS v 4X6 DF #2 DRAIN ROCK i = —=' ' — ' 4 % � FOUNDATIONWORKS 111111 - 1 11111 - o 5000# LB RATED g 1=111111 111 - ASSEMBLY BRACKET Z c.;(1211CTUR4/ ® '11111 o .--. cgs, P ROFFSSi tti =111111 o ! t. • . 16953PE , FOUNDATION BLOCK ��, �NGINEf 04, 1_ I1l1 11I1, �° .:' SEE PLAN FOR � , 1111 - . , :„..'.,..:i • SPACING — — ''1111'- 11-•1111114x1011111 -111111 - 11111 = 111111=1". _ y OREGON FOOTING DRAI 111111 ._ - 111;!!i-=-111111-7- - -111111— = 1 11111- (A ds °If 76 V9 J∎� 3 INTERIOR FOOTING DETAIL 12' ` ` - #5 X 18' REBAR -9/ T - MER`�` DRIVEN INTO GROUND S 0 6 (2) PER BLOCK I EXPIRES 6/30/08 I Consulting Engineers 'Project Name and Address: 'Revised: Sheet: A Structural Design 6635 Skyline Road S. Project No.: A. Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Tel. Forensic Enginnering T (503) 931-2767 COMMUNITY CENTE Date: Plan Review Consultant PORTLAND OREGON Fax: (503) 581 -9700 Scale: • • • ' • • • • •• • • • • •• COLUMN R • • • • • • • • • • • • • --44._ �C ❑LUMN N 1iitO? • ••' t . . / v • • • ••• • • ••• ' I 1 • • • • • • • • • • • • •• • • • 16d TOENAIL 8 -3/'4 X 9" • 24F -V•4 • @4' O.0 • I i i 1 ' • • • • • • • • • O . . • • • .... • • • • ••• ••• .• • ••• • • • • • • = I I I I 1- 111 -11 1 l l -i 1 f -i i(- iii - i i' i 1 r_r 1 f = 11 ±� 11 =(1 =111- II- III - III =III- --III- III - III - III - III - III - III - III -III 1 - III -III -1 I�1 1I I 11 11 I I111I III III II IIIIII I IIIII I IIIIII 11111,, I IIIII I IIIIII 111I1111IIIII111IIIIIII 1 III 111111 l 11111 11 111 ; n SYST INTERI ❑R FOOTING DETAIL 1 FOR RIDGE BEAM SUPPERT MODULAR SUPPORT COLUMNS PER F❑UNDATIONWORKS S0 EM INSTALLED BY / MANUFACTURER'S RECOMMENDATIONS i i i i i i i i i i i USE DOUBLE HEAD ANCOR AS SHOWN SEE GENERAL NOTES ADDITIONAL INFO, ANCHORS AT 60 DEGREE ANGLE MUST BE INSTALLED BEFORE BUILDIN IS SET -(RUCT RcD PROre c., 0NGIN s /0 I I —I 1 I—I I I—I I I—I I I-1 I I —I I \ I I—I I I—I I I—I I I- 4, 9 =111=111=111=1 11=111=111=1 I - 111- 111- 111 -1 16953 11 - 1 11 111 111 - 111 - 1 11 - 1 11 - 1 11 111 111 - 111 _ -III I I I — I I I — I I I — I I I — I I I — I I I — I I I — I I I — I I I - 1 OREGON 16. c J zo 2 TIE —DOWN DETAIL TAMER S 0.7 I EXPIRES 6/30/08 I Consulting Engineers 'Project Name and Address: ' Revised: Sheet: A Structural Design 6635 Skyline Road S. Project No.: :,,A Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Enginnering T el. (503) 93� –•1767 COMMUNITY CENTER Date: Plan Review Consultant PORTLAND OREGON Fax: (503) 581 - 9700 Scale: • •. •. . • . ri . . . • • • . . • . . • • • . . Multi- Loaded Beam( 97 Uniform Buildinat.'oc;e (91:ND 1 Wer: 5 0 . • • . By: REBAI TAMERHOULET , S & T Consulting EI1g ebrs on: 05- 282007 : 32:43 iitA • Project: - Location: Summary: 8.75 IN x 9.0 IN x 4.0 FT / 24F -V4 - Visually Graded Western Spec" - pr,1>' ' :.'• .•. ��• - Section Adequate By: 16.8% Controlling Factor: Area / Depth Recti7107,7. In elk • • • • • Center Span Deflections: • • • • • • • • • • Dead Load: • • DLO- Cerfter= • • 0.01 IN Live Load. LLD - Center= 0.03 IN = U1661 Total Load: TLD- Center= 0.04 IN = U1169 Camber Required: ••• ••• • ••. • •'. c . •:• . 0.02 IN Center Span Left End Reactions (Support A): • • • Live Load: • • • tl - x • • • • 6000 LB Dead Load: • ••• DL- ItxtT -A • •• 2538 LB Total Load. TL- Rxn -A= 8538 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.50 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 6000 LB Dead Load: DL- Rxn -B= 2538 LB Total Load: TL- Rxn -B= 8538 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.50 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Length -Top of Beam Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT -2= 19 PLF Point Load 1 ' Live Load: PL1 -2= 12000 LB Dead Load: PD1 -2= 5000 LB Location (From left end of span): X1 -2= 2.0 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS o Adjusted Properties 1� Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 17038 FT -LB 2.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 8538 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 85.2 N3 S= 118.1 N3 Area (Shear): Areq= 67.5 N2 A= 78.7 N2 Moment of Inertia (Deflection). Ireq= 115.2 N4 1= 531.5 N4 r t .. ,. I • \ I •.•• • • • • • •••• • ••• • • • • • •.• • •• • • • • • • • • • •• • • • • • •• •• SITE IS ACCESSIBLE • • •••. • • . �� • 1 6953PE______ •••• „ b4e,t____•7G/_Z.. / 2 OREGON - ,` 4‘4:!> 0l. gC �, 4/ 16. 0 J � ' TAMER I EXPIRES 6/30/06' I 5' -0" CROSSING \ _ — - —_ - - — - - - - ril \ S LOP 2r 1..6t/61 sir flcEs fn c' mi eC All e3 \J\ :l2 L 7 BICYCLE 6' -0" SIDE / / KAI ` )D S ' Q fe TO level PARKING 7 BICYCLE WALK SuRF�GQ PARKING !,111; • i - _ - -; • .. . � � , } . �. � . 1 1 • E1 . . . ./ :; :. • 111 .1 I C I E 1 ' ' fti % J.`: :.�{:: . i�1. �i�� : :.•....:•.,,•• :: : ■ !�! � ! ii : .•' .. • � : , � C� :'r- GRAVEL ' :�t GRAVEL . ► 1,4.29... i ii .:: • . ;; : : `. i� O ?,• Co r� ti '::'' �:..' :•. ;�.;" ::, ^'• : �' t : l.� .'•{ •.. LJl r r r •, t .1:02i: � m ( N ' -- _ s •:LAWN. � � ° 4 _ ;: _ : 00 CO 1 ''� •�' f:: ... ._ .+•. •` :r •.i -1 : • ±� �;.Ab . ' :.. Vi a;. ': •, y :.. : . : .� • 52.5' % � .J �:, - s i '' `:; f-1-**: .. ;,:'.:.-...••-.....,••••:-..;-:•, _ 1l,Gl!r`� '��' ) 28 x 6 4 . A-W. BLDG 2 , ,.!.,� ® > 1 0o 'L!/ I I Ni.. I.• � � 'I.� , `I 9 , . �• ! �1e..!I !A (0 !iw.':.. .■ • 00 • ∎ I ! -! f _ Consulting Engineers Project Name and Address: Revised: Sheet: ^_; Structural Design 6635 Skyline Road S. Project No.: •':::-_;. Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST A Forensic Enginnering T el. (503) 931 -2767 COMMUNITY CENTER Date: S 0 1 : Plan Review Consultant PORTLAND OREGON Fax: (503) 581 -9700 ` `Scale: • DESIGN CRITERIA • •E.; tyEmoomi I F' ''EOTLPIG ?7E .QUIRED IS DETRMINED ITEMS UNIT ; •• ;AS CdLLOW' 27'43.D3/15(1 441.4 SQAURE FEET WIND SPEED 18 0 0 MPH MPH (3 SEC T GUST E ) ' • :DO EIOT LACE VEaTS UNDER DOORS OR WHERE EXPOSURE B THEY MAY COVERED BY PORCHES OR DECKS THE TOTAL NUMBER OF VENT MAY BE REDUCED SEISMIC ZONE D ••• WAPPIAB'Ea ThIE•LBCIIL BUILDING OFFICIAL • • •• • • • • • • • • DEAD LOAD 12 psf • • • • • • • • • • • • • • • • • • • SNOW LOAD 25 psf CONNECTIONS • • • SOIL BEARING 1500 psf BOLT BUILDING TOGETHER AT MARRIAGE LINE AS LIVE LOAD 40 psf fptL!I S • • •• •• OSSC 2004 IBC 2006 • • • - RIDGE BEAMG::1, ':BI1L.S:WITH 1 -1/2' DIAMETER GENERAL NOTES CAST-OS AT t' 2 . 1 0' • 0t UM 8' FROM ENDS UNLESS NOTED OTHERWISE BY THE MANUFACTURER - THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSI ❑NS AND SITE CONDITI ❑NS BEFORE STARTING - FLOOR RIMS: 1/2' BOLTS WITH 1 -1/2' DIAMETER WORK. THE OWNER /CONTRACTOR SHALL NOTIFY THE WASHERS AT 4' -0' ❑.0 AND 8' FROM ENDS ENGINEER OF ANY DESCREPENCIES. CHANGES, OMISSIONS. UNLESS NOTED OTHERWISE BY THE MANUFACTURER OR SUBSTITUTI ❑NS ARE NOT PEMITTED WITH ❑UT THE FASTENERS, ANCHORS AND CONNECTORS THE APPROVAL OF THE BUILDING DEPARTMENT HAVING NAILS IN TREATED WOOD SHALL BE HOT DIPPED JURISDICTION. ALL WORKMANSHIP SHALL CONFORM TO GALVANIZED. OREGON STRUCTURAL SPECIALTY CODE, 2004 EDITION. TIE DOWN ANCHORS THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION . THE CONTRACTOR /OWNER IS TIE DOWN SYSTEM MUST BE INSTALLED BEFORE THE RESPONSIBLE FOR MEFH ❑DS AND/ SEQUENCES OF BUILDING MODULES ARE SET IN PLACE ASSEMBLING THE STRUCTURE. THE CONTRACTOR /OWNER TIE -DOWN ANCHORS: - ANCHORS SHALL BE AUGER TYPE UNLESS NOTED IS RESPONSIBLE FOR THE STABILITY OF THE OTHERWISE. - STRUCTURE DURING THE C ❑NSTRUCTI ❑N AND PRIOR TO USE ANCHORS, STRAPS, AND CONNECTORS WHICH INDIVIDUALLY HAVE MIN. ULTIMATE CAPACITY COMPLETION OF ALL SHEAR WALLS, ROOF AND FLOOR OF 31 55 LBS. AND MINI. INSTALLED WORKING OF 3150 LBS DIAPHRAGMS - INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS FOUNDATION - ANCHORS MUST BE PERIODICALLY TIGHTENED TO ASSURE CORRECT TENSI ❑N THE F❑❑TING SHALL BEAR ON NATIVE, INORGANIC, UNDISTURBED NATIVE S ❑IL BELOW EXISTING GRADE. UNDERFLOOR VENTILATION ALL STRUCTURAL FOOTINGS SHALL BE EXTENDED THE AMOUNT OF VENTING REQUIRED IS DETERMINED BY DIVIDING THE SQUARE FOOTAGE OF THE MINIMUM 1' -0' BELOW FINISHED GRADE AS REQUIRED BY BUILDING BY 1500. THE RESULT EQUALS THE NET LOCAL CONDITIONS, THERE SHALL BE 95% SQUARE FOOTAGE OF VENTING REQUIRED. USE 6 MIL. BLACK POLYETHYLENE UNDER THE ENTIRE COMPATION OF ALL BACKFILL FOR SLAB ON GRADE IN BUILDING WITH JOINTS OVERLAPPED 12'. ACCORDANCE OF ASTM D1557 MODIFIED PROCTOR DENSITY. c i ROCTUR,L A. CONCRETE TO BE MINIMUM 2500 PSI AT 28 DAYS 0() PROFf B. REINFORCED STEEL TO BE GRADE 60, PLACED 3' 4, O,y9 CLEAR OF BOTTOM, LAP BARS MINIMUM 1' -6' AT 16953PE ALL SPLICES AND CORNERS / � ■ C. PR ❑VIDE 18'X24' ACCESS, MAY BE LOCATED ,p ti OREGON „� WHEREVER DESIRED, PREFERABLY NEAR UTILITY HOOK -UPS � q � . 16• g D. USE 6 MIL POLYTHYLENE UNDER ENTIRE BUILDIN T A ME R WITH JOINTS OVERLAPPED 12' EXPIRES 6/30/08 Consulting Engineers 'Project Name and Address:' ' Revised: Sheet: Structural Design 6635 Skyline Road S. Project No.: Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Pl �` O Foran Rensic eview C Enginnonsuering Tel. 503 931 — 2767 COMMUNITY CENTER Date: J ltant ( ) PORTLAND OREGON Fax: (503) 581 -9700 Scale: . a. • • • • •• •• •• • • • • •• • • • • • • • • • • • • , E , :s:04 • •• • a, • • • • • . ••• •• •• • • • . • • • • • • 'i :KIUNDATION • • • • • . • • PLAN ' 1 , . • • • ,• Si. 4) • ••• • • • , • • i • • • • • • •• • I • I • • • • • • • • • • i• • • • • • • • • • • • • • BUILDING NUMBER 3 • • . t • • • 1 27'-8" X 64'-0" 1 I ••• ••• • •, •• •• • • • • • • • • • 'SEE S05 • • • • I • • • • • • • : : :•: :" :*. rOR FOUNDATION • ••• • • • • •• I PLAN I ........... . i r 1 I I L 1 _I a.' I2 1..1.1 kt m 0 NORTH z Q-.) ...., 0 x z .--, ;.. i=lco _II .--4. D h- f:12I CU SEE 505 FOR FOUNDATION / PLAN - L L -1 -I J BUILDING NUMBER 1 27'-8" X 64'-0" cpwcTURAi op PROre C c4 t.k kGINEt t ., ` ck 16953PE (.. // -------- L I ,p 4, OREGON A , _J 1 \„, .9, 16, , rAMEI EXPIRES 6/30/08 I Consulting Engineers 'Project Name and Address:' ' Revised: Sheet: A Structural Design 6635 Skyline Road S. Project No.: Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & , F?.%ennsi&e5inegiingrnisnoltant Tel. : (503) 931-2767 COMMUNITY CENTER Date: SO3 PORTLAND OREGON Fax: (503) 581-9700 Scale: • .• • .. • • • , 13' -10" — 13' -10" rA l -`■ai =�_ _.= as as ='_ _' g'ai c:. VI Ell • I .I;�.11 11 11 il , : I iii p� II II PIW ., ., 1�l I ULLI I I I Eri: I CZ I I I El1 I El 1 r11 � o E / 0 6 III •••• • • I I - I cui1 ..... • t* A + • CD li i i 1 r 1 I I I p N I c���� • •• • fr, • ,.. • • • • . • • .. •.• • . • •••• • ° �� I •••• . • .•••• .. F � 1�� IL—. . .. . .... 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Project No.: ■ Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & /� FPlans�Review�nConsu `rt ltant Tel. : (503) 931 -2767 COMMUNITY CENTER Date: S 0 Fax: (503) 581 -9700 PORTLAND OREGON Scale: V 3 d d V �— b1 n 94- i} d 0054. ,vS z a ..� �OJM.I �1�,irSZ?�Z3 x� .�I �X..�N•Z.S�'.. ♦S�r 53HS• o�z_ ti„� �wU � Ott §„ " - 13' -10" - 13' -10" i _ =. _ 00 III 11 111 II I1u 11 \ 11111 11 • ii 11 11 PI I" I .•r " ° in 1 U I I I 11111 I CZ I I I Elrll I I I re: QD 111 I I I I lII •••• • •••• . •.. • • . . I I I 111 . . ... .. .� .. • • • • III .. .. • • .. .. • • . g F i� 0 ...11.1 1ir1 II .. •.. • • C .... 1111 11 11 .... .. .... ,.. . . .. • ° I J I III 0 •• :J I I I 1 cIII z / o ,III, II E `III 4 J 11 vp I-1 ° I 1 I I / A. ~ o Eril % III i_ A ao I 11 1 �III� o ez o ri sob a_ ° LLI - Pill 11 - 11 11 ! I ! 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S 1l • ' 4010.Jl.4 SUPPORT • • • OWUMN9 PER FOUNDATIONWORKS ... .. S T EM 'I TA LLED Y • • MANUFACTURER'S RE •• •,• • •• •• • • I I I I I I I I II I I I I rd I rd I I I I I I I 1 II - I = 1 11 - 1 I I III - 1 I I - I 11 1 I I I I I I I I I I 11 1 INTERI ❑R F❑❑TING DETAIL WIDE FLANGE BEAM SUPPORTING THE FLOOR S06 2111MOOrt------ • PRIMARY SUPPORT — COLUMNS PER FOUNDATIONWORKS SYSTEM INSTALLED BY MANUFACTURER'S RECOMMENDATIONS :a - - 1 - 111 - 1 11 11 111 - 111 - 1 11 111 - 111 - 1 11 - 111 - 1 111 - 1 I I 11 1 11 11 1 1 1 I= 2 ( INTERI ❑R F❑❑TING DETAIL S06/ U CHANNEL ATTACHED TO BOTTOM OF RIM JOISTS (2) 2X4 P.T TOP PLATE (SINGLE PLATE @SIM) TOE NAIL RIM TO TOP PLATE Z F❑UNDATI❑NWORKS PRECAST PANEL [PJ ,1/ � '1� 3/4' MANUS ' 110 i 4X6 DF #2 DRAIN ROCK 5000# LB RATED IIIIII = IIIIII , , , I■ � FOUNDATIONWORKS • II— IIIIII- I I I � . � ASSEMBLY BRACKET Z �‘RUCTURAL ` 11111R111111 F • o .- cc: 0 PR OFE SS / (U =IIIIII_ D' ►, FOUNDATION BLOCK �� ;`' F,NGINEfR O III- II�II�, ` � t: ! .: SEE PLAN F ❑R 1695�3P l }- -IIIIII -atitz :.'`..':4...',.., _= SPACING _ ___ .- i/ ''11ji �1111=IIIIII i liii IIIIII IIIIII— IIIIII — IIIIII =111" 1, ti OREGON , FOOTING DRAI III III = (IIIIII IIIIII= IIIIII = 111111 < QJ, 16 '9 J\� 3 INTERIOR FOOTING DETAIL 12' ---- ---- #5 X 18' REBAR TAMER�� DRIVEN INTO GROUND S0 (2) PER BLOCK I EXPIRES 6/30/08 I Consulting Engineers 'Project Name and Address:" 'Revised: Sheet: , A Structural Design 6635 Skyline Road S. Project No.: a ;, Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Enginnering Tel. (503) 931 -2787 COMMUNITY CENTER Date: Plan Review Cons PORTLAND OREGON Fax: (503) 581 -9700 Scale: . . • • • •• •• • • • • • •• • • • • • • • • • • • • • • NTERIOR • • •• •• • -�-: • COLUMN ••• • • • • •. • • /IN �'EI�IOR • • • • • • • J/ C❑L'GMN • • •• • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • 16d TOENAIL • g - 3/4 X 9u • 24F —V4 @4' 0.0 ••• ••• • • •• •• • r• • i • ••• ••• •• • • • . r — i I f =� 1 1 1 ~- I =7 n 1 I l- 11=111=111=m= = III = III = III = III = III = III = III = III =III— 1= III =III =1 ,--111-111-111-11 III III ; IIIIIIIIIIIIIII ; INTERIOR FOOTING DETAIL 1 FOR RIDGE BEAM SUPPERT MODULAR SUPPORT COLUMNS PER FOUNDATI ❑NW❑RKS SO7 SYSTEM INSTALLED BY MANUFACTURER'S REC❑MMENDATI ❑NS USE DOUBLE HEAD ANCOR AS SHOWN SEE GENERAL NOTES ADDITIONAL INFO. ANCHORS AT 60 DEGREE ANGLE MUST BE INSTALLED BEFORE BUILDIN IS SET c.;\RUCTURA/ R tp P R OPe s �r1GINEE S'O, . I I—I I I—I I I—I I I—I I I—III-1 I \I I— III -1I I —III- <v 9� -I 1 -1 1 -1 1 -111 -I 1 I -1 1 -11 11 -I 11 -1 11 -1 16953' 11 // ,- 111 I III — III — III — III — III — III — I 2 OREGON y 6 4, 16. \ 9c6') 2 TIE -DOWN DETAIL TAM E RN" ' S07 I EXPIRES 6/30/08 I Consulting Engineers "Project Name and Address: Revised: Sheet: A Structural Design 6635 Skyline Road S. Project No.: a Structural Evaluation Salem, OR 97306 MUSLIM EDUCATIONAL TRUST & Forensic Engineering T e l . 50 93� -2767 COMMUNITY CENTER Date: Plan Review Consultant PORTLAND OREGON 0 Fax: (503) 581 -9700 Scale: • NOISING � J.rN ' I I ' DOOR SCHEDULE FASTNER SCHEDULE NOTES CODE ANALYSIS MARK QTY. DESCRIPTION COMMENTS CONNECTION NAIUNG GENERAL NOTES THIS STRUCTURE MEETS CONSTRUCTION REQUIREMENTS OF THE WAC 51 -50 (IBC 2003), I E XTERIOR JOIST TO SILL OR GIRDER TOENAIL 3 gd 1. THIS PLAN IS IN ACCORDANCE WITH WAC 51-50-2900 AND OSSC APPENDIX THE 2003 INTERNATIONAL L BUILING CODE FOR WASHINGTON STATE GOLD SEE 3-0k 6-0' , ' METAL INSULATED FLUSH DOOR R0 : 38' x 81 114' CHAPTER 29, TOILET FACILITIES SHALL BE PROVIDED IN AN ADJACENT E R AN WI KDHM JAMB. BSc 34' VIEW LIFE MFG STD PANIC SOT DEVICE WALL 83116' SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d 1 6' 0 C. BUILDING SEPARATE FACILITIES FOR EACH GENDER SHALL BE PROVIDED. THIS PLAN IS SUBMITTED TO WASHINGTON STATE DEPT L&I FOR APPROVAL BY WA S4 'ti �k 6 � SWING: 101 - LHR SOLE PLATE TO JOI5T OR BLOCKING, AT BRACE WALL PANELS TOP PLATE TO STUD, END NAIL 3 t6d PER 16' 2. ALL NEW FACILITIES SHALL BE BUILT IN ACCORDANCE WITH WAC-51-50-1100 2 -t6d FOR BARRIER FREE ACCESS. & OREGON (OSSC 2004) UNDER RECIPROCITY AGREEMENT FOR GOLD AND GOLD �. -MFG. MFG STD. STD CLOSER HING , T'H 102 02 - RHR INSIGNIAS E SWEE © STUD TO SOLE PLATE 2.16d END NAIL 3. NOTE: ALL STAIRS, RAMPS, LANDING, AND HANDRAILS TO BE SUPPUED THIS PLAN IS SUBMITTED TO WASHINGTON STATE DEPT L&I FOR APPROVAL BY DEFAULT U=.60, DBL GILY{ GAP, DOUBLE STUDS, FACE NAIL 16d ®24.O.C. AND INSTALLED ON SITE BY OTHERS (UNLESS OTHERWISE SPECIFIED) WA. & IDAHO (IBC 2003) UNDER RECIPROCITY AGREEMENT FOR GOLD AND GOLD GRAYILOWfJ U CLR = .55 DEFAULT, SHGG 4. ALL BUILDINGS THAT RELY ON ADJACENT FACILITIES FOR RESTROOMS INSIGNIAS ASHRAE DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d fti 16' 0.C. SHALL HAVE AN N.LEA WI EA. INSIGNIA, AND A COPY POSTED IN A THIS PLAN IS SUBMITTED TO MONTANA STATE DEPT OF L&I FOR APPROVAL BY DOUBLE TOP PLATES, LAP SPLICE 8-16d CONSPICUOUS LOCATION. MT. BUILDING CODES BUREAU (IBC 2003) FOR GOLD AND GOLD INSIGNIAS RIM JOIST TO TOP PLATE, TOENAIL 8d A 6' O.C. 5. SERVICE SINKS AND POTABLE DRINKING WATER IS TO BE SUPPLIED BY OTHERS DESIGN LOADS WINDOW SCHEDULE TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2 -lEd AT THE SITE. BUILDING TYPE: VB DE RESTROOMS, SERVICE SINKS AND DRINKING FOUNTAINS SHALL OCCUPANCY GROUP: E D 40 psf COMPLY WITH (IDAHO) 2003 IBC TABLE 2902.1 AND SECTION 2902.4.1. E NNE: CONTINUOUS HEADER. TWO PIECES 16d @ 1W 0 C. ALONG EACH EDGE BUILDING USE CLASSROOM MARK QTY. DESCRIPTION COMMENTS 6. ICE DAM PROTECTION SHALL COMPLY WITH THE REQUIREMENTS OF THE 2003 IBC BUILDING AREA 287c 64' _ 1792 fl CEILING JOIST TO PLATE, TOENAIL 31d SECTION 1507.2.8.2 WIND LOAD: 85 mph 46•c 39' PHI #830 HORIZONTAL R0.46Sc 39' CONTINUOUS HEADER TO STUD, TOENAIL 48d 7. IN ACCORDANCE WITH 2003 IBC 804.5 (IN GROUP A OR E OCCUPANCIES) DRAPES, # OF OCCUPANTS: 90 EJ�OSURE 'C' O 2 VINYL SLIDER, LOW E - U =.35, SHGC=.33 MATCH DOOR CEO LNG JOISTS, LAPS OVER PARTITIONS, FACE NAIL 316d HANGINGS OR OTHER DECORATIVE COVERINGS SUSPENDED FROM WALLS OR BCD ALT. WIND LOAD: 90 mph NFRC LABELED WI LOCKS & SCREENS. c HEAD HEIGHT CEIUNG JOISTS. TO PARALLEL RAFTERS, FACE NAIL 3-16d CEILINGS SHALL BE FLAME RESISTANT IN ACCORDANCE WI SECTION 805.2 & BCD ALT. EXPOSURE: 'B' INDIAN OAK LINER & CASING / \. , j' RAFTER TO PLATE, TOENAIL 3-8d NFPA 701 OR NONCOMBUSTABLE 2003 BC: SEISMIC DESIGN Sds = 1.00 BUILT-UP CORNER STUDS 16d ®! 24' D.C. ENERGY CODE / BUILDING ENVELOPE SEISMIC DESIGN CATAGORY = D CLASSROOM FLOOR LIVE 40 psi ROUGH FRAMING FOR FUTURE WINDOW - R0. 465c 39• 1. BUILDING HEATED WI HEAT PUMP, ELECTRIC RESISTANCE HEAT NOTALLOWED. 1000# CONCENTRATED © 6 OVER STUDDED-IN INSULATED & COVERED MATCH DOOR WOOD STRUCTURAL PANELS AND SHEATHING T O ' ad' 2 ALL WINDOWS AND DOORS SHALL BE SEALED, CAULKED, GASKETED, OR FLOOR LOAD ON 30' S0 OVER HEAD HEIGHT SUBFLOOR ROOF AND WALL SHEATHING TO FRAMING 8d OR 6d' WEATHER STRIPPED TO MINIMIZE AIR LEAKAGE (WSEC 1314.1) 12' AND LESS 3. AU. VAPOR BARRIERS SHALL BE A MAXIMUM OF 1 PERM. NOTES: 19132' .314• ad ' 1. THIS BUILDING MEETS OR EXCEEDS THE ABOVE REQUIREMENTS FOR THE 718' -1' 10d OR 8d 4. BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS SHALL BE SEALED, CAULKED NREC PERSCRITIVE PATH OPTION FOR CLIMATE ZONE 2, THE OSSC AND GASKETED TO UNIT AIR LEAKAGE (WSEC 1314.3) PERSCRIPTIVE PATH AND THE INTERNATIONAL ENERGY CODE FOR IDAHO FIBERBOARD SHEATHING (OSB) NO. 11 GA' 5. THIS BUILDING SHALL MEET THE REQUIREMENTS OF WSEC 2004 12' 1416 COMPLETION REQUIREMENTS 2 PROPOSED GLAZING % OF G.WA =15% (MAX) 6d' 3. SEE SCHEDULES AND BUILDING SECTION FOR ACTUAL INSTALLED VALUES NO. 16 GA ELECTRICAL 1. THIS BUILDING MEETS THE REQUIREMENTS OF THE 2005 NEC 2. BUILDING TO BE WIRED IN WC. FMC,EMT,LFMC 3. TYPICAL WIRE SIZES: )1 15 AMP • #14 CU 30 AMP •#10CU 20 AMP - #12 CU 35AMP - 68 CU Common or box nags may be used except where otherwise stated. 4. SERVICE ENTRANCE - UNDERGROUND BY OTHERS • Nails spaced at 16 irhdres on center at edges 12 inches at intemredmt° 5. ALL RECEPTACLES TO BE INSTALLED 18' A.F.F. TO CENTER OF support exaxpt 6 Inches at all suppors where spans are 48' or more. RECEPTACLE. UNLESS OTHERWISE SPECIFIED. For nailing of wood structural panel and patideboard dlaphrams and shear walls, refer to Sedan 2315.13 & 2315.4 Nais for wall sheatabg may be common, box 6. GROUND FAULT CIRCUIT PROTECTION REQUIRED FOR ALL RECEPTACLES //�, roc3,67-cD03% or w [T�'v /) ing. IN WET AREAS. l II 1 • Common or defrnmed shank 7 ALL CONDUCTORS AND CONDUITS SHALL BE SIZED AND INSTALLED TO SN: 0506 - 113,114 ONLY • Deformed shank. COMPLY WITH THE 2005 NEC. Q • head a lorhaesis a roofing nails s eathi g and 13/4- i (11 mm) ENERGY CODE/ BUILDING ENVELOPE � - � - ` ` head and 1 12' length for 1/2-Inch sheathing and 1314rhdh 1. BUILDING HEATED W/ HEAT PUMP, ELECTRIC RESISTANCE HEAT NOT ALLOWED. /°33° �( / �C� ll�iCC�A Fe.,./,_,_4( length for 2507 sheathing =forming to the requhmens of Section 2. ALL WINDOWS AND DOORS SHALL BE SEALED. CAULKED. GASKETED. OR 2304.3 • staples with 7 /16-mchdsmesr (11 mm) crown and WEATHER STRIPPED TO MINIMIZE AIR LEAKAGE (WSEC 1314.1) 1 1/8' length for 12indh sheathing and 1 112-inch length for 1 ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF I PERM. 25/32 sheathing =forming to the regWrmens of Section 2304.1 4. BUILDING ASSEMBUES USED AS DUCTS OR PLENUMS SHALL BE SEALED, CAULKED • Panel supports WE' (20 inches) if strength axis is the long direction AND GASKETED TO UNIT AIR LEAKAGE (WSEC 1314.3) of the panel, unless otherwise malted. Casing or flesh nails spaced 6 inches on panel edges. 12 Inches at InsnmedIate supports. ENERGY CODE I MECHANICAL SYSTEM 1. PROVIDE MICROPROCESSOR CONTROLLED THERMOSTAT WITH NIGHT SETBACK. . 5 DEGREE DEADBAND MIN, SEVEN DIFFERENT DAY TYPES. MOUNT @ 46'AF.F. TO TOP OF CONTROLS MAX. (WSEC 1412) 2. THERMOSTAT SHALL BE RATED FOR EXTERIOR WALL INSTALLATION. 3. SEAL ALL TRANSVERSE DUCT JOINTS (WSEC 1414.1) . 4. SUPPLY AIR DIFFUSERS SHALL BE PROVIDED WITH MANUAL DAMPERS FOR BALANCING THE SYSTEM (WSEC 1412.7). 5. DUCTS SHALL BE SEALED IN ACCORDANCE WITH SMACNA, METAL DUCT AND FLEXIBLE CONSTRUCTION STANDARDS 1ST ADDITION (WSEC RS-18) 6. DUCT SMOKE DETECTORS INSTALLED IN ACCORDANC WITH O.S.M.C. 606.2.1 ELECTRICAL I UGHTING 1. LIGHTING CONTROLS SHALL BE PROVIDE FOR EACH SEPARATE AREA, READILY ACCESSIBLE AT THE POINT OF ENTRYIEXIT. CONTROLS SHALL BE CAPABLE OF FINISH /COLOR SCHEDULE TURNING OFF ALL UGHTS WITHIN THE SPACE (WSEC 1513.1) 2. MAXIMUM LIGHTING POWER THAT MAYBE CONTROLLED FROM A SINGLE SWITCH OR SURFACE MANUFACTOR COLOR CONTROL SHALL NOT EXCEED A 20 AMPERE CIRCUIT LOADED TO 80%. CAPACITY (WSEC 1513.2) ROOFING OWENS - CORNING ESTATE GREY 1 AU. LIGHTS WITHIN DAY LIGHTED ZONES SHALL PROVIDED WITH INDEPENDENT SIDING PITTSBURG #3752 AGATE GREY CONTROLS SEPARATE FROM THE GENERAL UGHTING (WSEC 1513 3) 4. EXTERIOR LIGHTS NOT INTENDED FOR 24 HOUR USE SHALL BE CONTROLLED BY A CORNER TRIM PITTSBURG #7090 DEEP MARINE TIMER OR PHOTOCELL (WSEC 1513.5) DRAWING INDEX FASCIA PITTSBURG #7090 DEEP MARINE STRUCTURAL DOOR PITTSBURG #3752 AGATE GREY 1. HEADERS SHALL BE (3) 2c4 STUD (MAX SPAN = 3.15') OR (3) 2x6 STUD NO. DRAWING TITLE DOOR/WINDOW TRIM PITTSBURG #7090 DEEP MARINE ( MAX. SPAN = 415) (UNLESS NOTED OTHERWISE) AO COVER SHEET- SCHEDULES -NOTES WINDOWS PHIWPS WHITE 2. WINDOW AND DOORS SHALLHAVE( 2) STUDSATEACHSIDEw /(1)KINGAND(1)TRIMMER A7 ELVER H EN - 3. MINIMUM LAP SPUCE OF TOP PLATE = (1) 2x6 CHORD WI I3 -12d NAILS E SIDE OF CEIUNG TILE STD #2910 RANDOM FISSURED, 2x6 SPLICE A2 EJILDING SECTION. DETAILS VINYL COVERED 4. ALL NAILING AND FASTENERS NOT CALLED OUT IN PLANS SHALL BE A.3 EXTERIOR ELEVATIONS VWGWB STD PEBBLE BEACH - LT402 PER IBC 2304 9.1 NAILING SCHEDULE A4 FRAME PLAN • DETAILS COOL WHITE A.5 FOUNDATION PLAN .DETAILS C- INTERIOR TRIM WOOD EMBOSSED OAK E1 I IGHTING • POWER - MECH PLAN- SCHEDULES MARK REVISION Data WHITLEY EVERGREEN INC PACIFIC MOBILE LEASE p CUSTOMER u vines J OB NAME 28 64' MOBILE CLASSROOM ATE 7.7 OS Joe NO: 3883 Ir. sdL 0506 113,114 -ALB tauacmD SUBMITTAL 14219 SMOKEY POINT BLVD. ■ DRAWN BY: MDP © _ MANS MARYSVILLE, WA 98271 COVER SHEET - SCH - NOTES _ _ _ L uh •PAN RENEWAL 6 ENERGY CODE UPDATE II10/06 (360) 6535790 SHEET TITLE STD PLAN NO: FBS0500075 FIE 3874 - A.0 (360) 659 - 7735 FAX • \ M S DRAWING CANNOT BE REPRODUCED WITHOUT THE WRITTEN CONSENT OF YA9REY EVERGREEN INC K / , \ , \ I \ SHT OF 9 I 64 -0 I -'1 I/2 30' -b I /4• I 30.-6 I /4' IJ'- N r . O • 1 i..1 0 0 X m s -1 © ON ® c /1 I I = I (4)18'x 12' RETURN AIR H — GRILLS AT 6-1/Y AFF I • - Z< T 08 H1 2 H1 P m 1^ • 102 � — 101 1 o • �. _ —I— F i _ _ _ I - _ _ ry m 3 U.) \ / NOTE: UNE INSIDE OF \ / I NOTE. UNE INSIDE OF F ry to .�\ R.O. OF SUPPLY AIR ,,. R.O. OF SUPPLY AIR \ "\ / 5 \ W/ 1/4' GWB (UNFINISHED) W/ 1/4' OWN (UNFINISHED) A2 PER MFG. INSTRUCTIONS A2 PER MFG. INSTRUCTIONS 01 • ° I n Z m O 8 CC 2 LL C<'.vA smowa --1 ---1 rffy ..fW/h ®irl���/�A —_� 1 /I l' 0 0 0 ry 0 :o ® ® "c' 7- — b E .. m N N ;1' O SW -1 ROUGH OPENING FOR FUTURE WINDOW - STUDDED IN, INSULATED 8 SHEATHED OVER (6 PLCS) FLOOR PLAN • 0 Scale: 1/4° = 1'-0' SHEAR WALL / STRAP SCHEDULE SN: 0506- 113,114 ONLY REF MARK DESCRIPTION NAILING COMMENTS ROOF 112' APA RATED STRUCT SHEATHING 8' 8d AT 6 EDGE DRY 17 O.C. FIELD ROOM FINISH SCHEDULE 0 7116 'FACE IP OF SMART FJR PANEL SIDING el EXT 8d AT 6'0 C EDGES USE (1)STUO MIN @ ROOM NORTH EAST WEST SOUTH CEILING FLOOR COMMENTS W ALL S I2' IN FIELD ADJ. PANEL EDGE DESCRIPTION WALL WALL WALL WALL 16' STUD SPACING BLOCK PANEL EDGES Na MAT MAT MAT MAT MAT HEIGHT MAT BASE 101 CLASSROOM WIGWB VWGWB VWGWB VWGWB ACT Ed NBW NSW 102 CLASSROOM WAGWB VWGWB VWGWB VWGWB_ ACT 9-0' NBW NSW FLOORS NBW - NOT BY WHTTLEY - WALLS VWGWB -1? VINYL WRAPPED GYPSUM WALLBOARD LEGEND CEILING e SHEAR WALL ACT - SUSPENDED ACOUSTICAL CEIUNG TILE, Zx 4k 618' LAY-IN (INSTALL PER IBC 803.9.1 1) MARX REVISION Data PACIFIC MOBILE LEASE "...\ CUSTOMER SUBMITTAL WHITLEY EVERGREEN INC. , DATE 7 -7 -06 JOB NQ 3883 p - 217&DB JOBNAME 28'x 64 MOBILE CLASSROOM SN' 0506- 113,114 -NB • _ © • SU 3/16006 1MAR9SMOKEWA INT BLVD. • DRAWN ay MDP w- RAN RE WA L &ENERGYCODEUPDATE FLOOR PLAN p 410 (360)653-5790 SHEET TITLE STD PLAN NO: FBS0500075 FILE. 3874-A A.1 (360) 659 -7735 FAX • \` .0 N. DRAWING CANNOT EE REPRODUCEDWTDIDUT THE WRITTEN C OF WNTRFY EVERGREEN INC. i ♦ • • s. SETT 2 ROOF /CEILING ASSEMBLY 6"'1a VENT NOTCH ® - 3-TAB ASPHALT SHINGLES OVER (2) LAYERS 15# ROOFING FELT • EA BAY (ICE DAM PROTECTION REQUIRED FOR 24' FROM EAVE TO A► INSIDE EXT. WALL UNE PER 2003 IBC SECTION 1507.2.82) 11 x� i 1.■ © • 15/32 OSB OR 17 COX PLYWOOD SHEATHING • 2X10 HP12 RAFTERS c-, � 111� I 1 - R-3D FIBERGLASS INS (FS -25)1 PERM MAX VAPOR BARRIER ACOUSTICAL CEILING GRID _ 'TI I I - SUSPENDED 2Y4• s-__ Wiwi. �� (INSTALLED AS PER K.B.O.803.9.1.1 8 LB.C. 250621, I1 II ASTMC6368.0837) P _ - _ vwa.A 11111 11111 I 11 ,2 11 111 11 I U!r P ? !F4A _ 2.5 jj kk11 r 7 11111 1 I ; I I 1�' 1 ` A :_: 71 I I ~ I I I 7 I `- 1 INT. WALL ASSEMBLY 1 I I OD-. l ,ij • 17 VINYL WRAPPED GWB WMNlL I ` \ I i EXT. WALL ASSEMBLY 1 � WRAPPED BATTENS PANEL SEAMS AND CORNERS I L .,I 17 VINYL WRAPPED GYP BOARD, WI VINYL BATTENS AT 11.-. J; • 2 X 4 HF. STUDS 16' O.C. WI DOUBLE TOP a I PANELS SEAMS (VAPOR BARRIER) 1X6 SMART TRIM FASC ►-� o ..-. OVER 2X4 SUB FACIA 6 SINGLE BOTTOM PLATE, I RELIEF CUT OVER DOORS & WINDOWS . R 11 UNPAGED INSULATION 1 - 2 x 6 H.F. STUD GRADE STUDS 16 O.C. WI DOUBLE 're VI • 17 VINYL WRAPPED GWB WMNYL •' 0 ti WRAPPE BATTENS TO SEAMS AND CORNERS 1 TOP PLATE AND SINGLE BOTTOM PLATE 10 _' R -19 FIBERGLASS INSULATION BATTS •-•••• 2X10 RIM JOIST o § 1 - • 7116' LP S MART PANEL SIDING WI GROOVES 8' O.C. .. 010.4 b ~ I ED C -~i r - FLOOR ASSEMBLY A _ SEE ROOM FINISH SCHEDULE FOR FLOOR FINISH L J EAVE VENT DETAIL FORVGPLYW0RIERMA.IPERMT.GRAOE �� FOR VAPOR BARRIER MAX 1 PERM ••� A2 SCALE 1' =1' -0' ► A DOUBLE RIM J OOJOIST ®i6' O.C.(TR/WSVERSE) `� ...• ' - R - INSULATION FIBERGLASS INSULATION BATTS'UNFACED'^ A2 ,,` SUPPORTED BY POLY' AT 24' O.C. - - = MOBILE FLEX BOTTOM CLOSURE I , y V - 1 1 1 1 Rtiiiiititiiiit► li? i? i? iliiiiiiilliiii? ililiiiiigiiili tiiaiiliiiilijii ?tiiiiii2Or MainnIng 1 1iigilitiiiiiiiliilUii liiiiiitiili ?i ?iiniliii ?iiill iii ?iiiltiilii BLOCKING BETWEEN JOISTS ATTACH FLOOR SYSTEM TO _.\-- © b 010.1 CHASSIS W/ 31'0 CARRIAGE _ - v - L OF TRAILER FA �4-0O.C OUTRIGGER TO RIM J015T �\ /\ / J A / -6 /1 —iv M O _ BLACK POLYETHYLENE 1f l OVERLAPPED IT ON GROUND To 't't'ti,l r ATTACH JOISTS TO 2x8 RIM W/ CROSS SECTION SKIRTING BY OTHERS (3) EA JOIST O SITE INSTALLED ATTACH OUTER RIM JOIST W/ 3 -ROWS 10d @24'O.C. VENTED RIDGE CAP INSTALLED AT SITE I 3' AIR GAP IN PLYWOOD CD FLOOR/CHASSIS CONN. DETAIL FOR VENTILATION PLATE 31'sTEEL SCALE: 1' =1'-0' WIS'WIDE NVJOISTBAY ENT GAP t W/ (4) 16d NAILS TO LVL TI P (4) UT CARRIAGE BOLTS 12k 2 -1in UT THK 1 I P 8 (2)16d INTO EA RAFTER TYP LVL TO PLATE 1 3'c 25c 3116' RECT. STEEL TUBE 2x 4 LEDGER FULL LENGTH I „q w/ (z) 16d NAILS ® -vr _ FROM EACH END liii �►r O.C. STAGGERED 3 t127t 2-,7x 12' THK 11 111 I' I 12'0x 5' LONG BOLTS W/ 1 -1/2 0 To BLOCKING/JOISTS d r WASHERS AT 5' -0' O.C. AND 6' F T,_�I._ I 1-0/4'x24' LVL BEAM 'I �II 1I 2X8 BLOCKING AT COLUMN 5/B'0 x T M.B. ® WI A35 CLIP TO JOISTS 4'-0' O.C. • - - O M \L CONN. DETAIL O RIDGE DETAIL e STEEL COLUMN DETAIL A2 SCALE: 1' =1'-0' AZ SCALE: ,' =1'-0' SCALE: ,7 =1'-0' MARK REVISION Data WHITLEY EVERGREEN INC PACIFIC M OBILE LEASE GATE 4104106 JOB NO • cuSTD1AERSUKIJmA1 JOB NAME 28'x 64' MOBILE CLASSROOM SIN: & LL1/13COAD SU `AL 1,,r MARYSVILLL WA°98z BLVD. BUILDING SECTION - DETAILS DRAWN BY ALV • ® LEI- PLAN RENEWAL & ENERGY CODE UPDATE . YIDII6 (360) 653 - 5790 SHEET TITLE STD RAN NO" FBS0500075 FILE 3874 - A.2 • (360) 659-7735 FAX INS DRAWING CANNOT BE REPRODUCED WITHOUT THE WRITTEN CONSENT OF mmtEY EVERGREEN INC. t SHT OF • • • MFR STD DRIP RAIL 7116' GALV. STEP nr ABOVE HVAC UNIT MFR STD DRIP RAIL FLASHING NAIL 1X4 CLOSURE BOARD ACROSS MIL ' W/ 8D ®6' O.C. ABOVE HVAC UNIT 3 TAB 1LTTwM ASPHALT SHING1' X 6 FASC _..q — — — — — — — —o — SMART TRIM CORNERS WINDOWS ® I IL ELECTRICAL CONNECTION I, D D O D ® ® ® SKIRTING NOT BY WHITLEY UNDERFLOOR ACCESS 30'x 18' MIN REAR IN USE WPGFCI FRONT IN USE WPGFCI LIGHT W/ PHOTO CELL HORN STROBE R.I. r ^— GABLE END VENTING IN ACCORDANCE WI 2003 IBC 1203.1 - — SEE CALCULATION BELOW 28' X 64' = 1792 SO FT VENTING REQUIRED: 300 = 5.97SOFTX144 =860 SCI IN r — 7 VENTING PROVIDED: 0 / \ 0 I— 128 VENT NOTCHES X 712 SO IN = 960 SQ IN I I / \ L_ - J / \ 0 L- - J FOUNDATION VENT CALCULATION: \ / 28X64'= 1792 sq ft 150 =11.94sgftX144 =172032 sqin \ / FOUNDATION VENTS PROVIDED: \ _ / 24 VENTS AT 75sgIn EACH =1800sgin I ® ® ® I-1 ® ® ® i__.__.._.1 LEFT ROUGH OPENING FOR FUTURE WINDOW - STUDDED IN. INSULATED 1 — 8 SHEATHED O VER (6 PLCS) 1 1 1 1 1 1 1 1 ,_ _ _1 I_ _ _J I__ ___ _i [-. - -I - . -, Irt - ® ® 1 ®1 I =1 ® ® ® ® SKIRTING NOT BY WHITLEY RIGHT EXTERIOR ELEVATIONS SN: 0506 - 113,114 ONLY 1/4' _ ,'-0' ' MARX REVISION Dam ' P ACIFIC MOBILE LEASE • • 1 ! • l WHITLEY EVERGREEN INC. D ATE 7 -7 -06 JOB N O: 3883 • CUSTOMER SUBMITTAL vzems JOBHAME 28'x 64' MOBILE CLASSROOM LBVBCDAD SUBMI1TAL 1 4219 SMOKEY POINT BLVD. SR 0506- 113,114 -A/B DRAWN er MDP & 3/1605 MARYSVILLE,wA98271 EXTERIOR ELEVATION © LA] -PUN RENEWAL & ENEREYCOCE UPDATE 4/1006 (360)653.5790 SHEET TITLE sro PLAN NO: FBS0500075 FILE 3874 -A A.3 (360) 659 - 7735 FAX THS DRAWL% MOW BE REPROOUCEDWITHOUf THE WRITTEN CONSENT DF*VIET EVERGREEND.C. • • • I • SNi. OF i 22-6 VT 41 -211? V 7A' 7-' 7A' .�=Lnattroa Y I�]ICNABLE) . 1 .I I 1 i 1 E L Q > -- 0 I . 1 W . 1 , , O [ [ [ it t b I CI. iT y ca N E. b 4 S m 1a b b b l b b li § b 4 / 67 -11' / TRAILER FRAME PLAN Scale: 3/16' = 1'-0' 1r Ire' L1re' 31 16. 112111M. I 1rg' M AIN RAIL U4• MAIN RAIL zip MAIN RAIL HEAD/TAIL I/4' THICK STEEL SPLICE ; 1/8' I BOARD PP PLATE (I) SIDE OF RAIL 1/8' il- il roil r lir CROSS MEMBER OUTRIGGER 1/4' WELD DETAIL WELD DETAIL WELD DETAIL @ MAIN RAIL SPLICE Sale: 3/4' = T-0' Scale: 314' =1'-0' Scale: 3/4' = T-0' 32-3/4' 3/4' DIA HOLE EACH END ♦ OF TAIL BOARD FOR FOUNDATION 1 _ y 2314• 6' REJOIN, DRILL AT PLANT 11/ I t�, '1 1 - -] m 13 GA a m II GA 7:4 ZIEM ? b ZIEMAN� 11 99' I 1 112' 1 FROM END OF OUTRIGGER I 1 1 1/1'j.,, / tl TYPICAL 4 1 ' -166' CROSS MEMBER OUT RIGGER HEAD BOARD Scale: 3/4' =V-0' Scale: 3/4' =1•-0' Scale: 3 /4' =1`O`- TRAILER FRAME COMPONENT SHEDULE 3/4 DIA HOLE EACH END MARK QTY. DESCRIPTION COMMENTS OF TAIL BOAR F OR F 6' TIEDONAI, DRILL AT PLANT 1 1/2 K VENTURE MFG. CO. .1400 q 2 EA HfT - - VEN MFG C0. .3060 j ..,, DRAWBAR - WI Ox 12 I I GA 2x 'A b ZIEMAN b O 2 TAILBO HEADBOARD -12 11 GA. 11 G ZIEMZIEMAN AN 0 4 MAIN RAIL - W12x14 1 1/21 166' O fi0 OUT RIGGER -12'X 13GA LEMAN - 4e' 0.C. _ TAIL BOARD O 30 CROSS MEMBERS - 10xI3GAZIEMAN- 48'0C. Sale: 3/4' =1'-0' (Cl 8 AXLES - MFG. STD - ALL BRAKING v � 1 78 TIRES - 8.00x 14.5x 12 PLY 0 MARX CIO" Data WHITLEY EVERGREEN INC. PACIFIC MOBILE LEASE DATE 404/06 JOB No- L LvsTOMERSUaMmAL y JOB NAME 28'x 64' MOBILE CLASSROOM © LAEBCOAO SUBMITTAL 3/16/05 1 MARYS SMOKEY E WA TNT BLVD. _ DRAWN BY. ALV LEI• PLAN REN EWAL E ENERGY CODE UPDATE TRAILER FRAME - DETAILS _ Q COMB (360) 6535790 SHEET TIRE STD RAN No- FBS0500075 FILE. 3874 - A4 (360) 659 FAX \` • INS DRAWING CANNOT BE REPRODUCED WITHOUT THE WRIT1EN CONSENT O WHITLEY EVERGREEN MC ♦ ` • • ■ stir OF ,' • / 64'-0 * (OUTSIDE F.O.S.) S -2' MAX 2-0• c...' / 2' -0' EQ. SPACE • - o 7 \ `I " r'�I ,S I ►III' ��I r - *2 " ►�I — V,i I , I�I I I I _ P__� L�J LJ LaZI L -� I���I L�J L��►�J�J 74 .4_2 �J L'�`J ���J \ N m m r w r w d A m m r� �� ii ii ��� :mil ►mi 7� ��� - 11Ore l i E�1 ��/ ►��I 'li C / r��l — rA - I��� - r��' /�� l — I \ �_ J J L- J L J L J 0 5' 2' MAX L� EQ.SPACE e °m m o T O N A. l �T' " ,mil �� ICTiI' _ ►�iI - fr.,.-2 - " ►�i' - w I '� ►'i ' tee — � _� L� 9 [A∎ 9 L ��, ���! .4011 Lr'•�J Lr�� L�� J !J II J L N m m 6 ' -A A a ' g m F l S mil Leif \mil \��l _ Z��� _ �� _ F l L''� IL'��� IYJ ICJ � ���9 ICJ pr..] , �'J !'�`J L \ L_ i' 63, -11• I (STEEL FRAME) FOUNDATION NOTES: FOUNDATION PLAN 1. SET 8 LEVEL CONCRETE BLOCKS ON CONCRETE PADS AT THE SPACING SHOWN ON THIS DRAWING. 2. PLACE WOOD SHIMS ON TOP OF THE BLOCKS TO Scale: 114' =1'-0' LEVEL THE MOD. 3. THE TIE DOWN INSTALLATION SHOWN IN THIS DRAWING CONFORMS TO ANSI 119.1 NFPA 501 B, C.F.R. 24-PART 280 4. ASSUME SOIL PRESSURE 1500#, VERIFY W/ LOCAL BUILDING OFFICIAL 5. TIE DOWNS: IRON ROOT ANCHORS WITH 'MINUTEMAN' STRAPS (OR ECIUAL1 APPROVED FOR THIS INSTALLATION. TYPE 1 CLAW GRADE 1 STEEL STRAPPING c 318'0 BOLT THROUGH FLOOR 1.1/4' x 035, CONFORMING WITH FEDERAL SPEC. SYSTEM INTO HEADRAIL BOARD QQ-S- 781 -H MIN. BREAKING STRENGTH 4,725 LB. (111111ll11111ijZ�!;! B. PROVIDE UNDER FLOOR ACCESS PER IBC 1209.2 i ii ROOF LOADS: UTO BOLT THROUGH TIE ROOF LIVE: 40 psf DOWN STRAP & HEADRAIL FLOOR LIVE' 40 psI W/ BOARD (6 PLACES) 1000# CONCENTRATED ON 30' SD IIPPr. 4\ a HEAD/TAIL BOARD WIND: 85mph EXP C 2003 IBC SEISMIC DESIGN = 1.00 ,1 SEISMIC MIC DESIGN CAT AGORY = D \ MINUMUM SOIL BEARING CAPACITY 2000# TIE DOWN ANCHOR PER SOIL FOUNDATION VENT CALCULATION: REQUIREMENTS _ _ _ _ _ _ _ _ 28k 64 = 1792 sq =12.0 sq ft X 144= 1728 sq in O CONNECTION DETAIL FOUNDATION VENTS PROVIDED: 1 Scale: 112 1-0 24 VENTS AT 75 sq In EACH =1800 sq In I " � " 'N DN Data WHITLEY EVERGREEN INC. PACIFIC MOBILE LEA -, I DATE 4/04/06 JOB N6 Q CUSTOMER SUBMITTAL 1728105 SMOKEY JOB NAME 28'x 64' MOBILE CLASSROOM yN , • 1JWBCMD SUBR6TTAL yl�" 14219 MAR9S POINT BLVD. DRAWN BY: ALV FOUNDATION PLAN- DETAILS ® 181 _ PLAN RENEWAL B ENERGY CODE UPDATE 4110/06 (360) 653 - 5790 SHEET TOLE STD PLAN NO: FBS0500075 RE 3874 A5 (360) 659.7735 FAX • ` ■ TNS DRAWING CANNOT BE REPRODUCED WIDIWTTHEWRDTEN COMES OF Yrt6REY EVERGREEN INC / ♦ ♦ ♦ ow. OF I I , knowgAA�VAA`m, r , i /, %/ P7/Qlif/,,r. a�Co�r , ,, .- • . IIII , . , F3 F3 F3 F3 F3 . FIRE ALARM SYMBOLS A c R c q A A I �' PAINT AU. ALARM ROUGH IN BOXES SUBSTANTIALY ' , RED INSIDE AND OUT 8 •\ - f Q � VU' GFCI 8 is U ® - FIRE ALARM PULL BOX @ 48' A.F.F. (ROUGPHN) S •HORN STROBE ® TO CENTER(ROUGHNt� _ _ _ _ _ - STROBE@ WARE. TO CENTER(ROUGH4N) I E • x2o•we F' _ b•x xl8 7 - 8' X12' ^ i � I I 8 • X12' (� W' - INTERIOR WEATHER PROOFED HORN STROBE ®82 _ I I F3 F3 - - - �`- F3� J C L- F3 - - - P - TO CENTER (ROUGH -ON) ® ©6 n ' ' .. b � ® u • SMOKE DETECTOR @ CEIUNG (ROUGH IN) - ' � 5 �_, = ; 2.4 M _ _ _ _ _ _ ELECTRICAL SYMBOLS F - _ - C N _ ' � � 25c4' TROFFERS W/ PRISMATIC DIFUSSERS p I I 1 (3) F32 T 8 TUBES - (2) ELECTRONIC EE BALLASTS: 96 WATTS EACH \ / 1 i 100W INCAND W/ LOAN COVER W/INTEGRAL \I i FI � \ �I l \I \ PHOTO CELL f S LEVRON SWITCH, SINGLE POLE WITH COVER PLATE A " F3 " \\ F3 " :3 ,........... / F3 ' 1- OCCUPANCY SENSOR: a _ o \ o o /n �', 0 O CONTROL UNIT •WATT STOPPER B 120E Q m o B O SENSOR • WATT STOPPER C4200 ° \ \ c A _� DUPLEX RECEP. +18' A.F.F. (UNLESS OTHERWISE \ / NOTED) \ \ / / 0 CLOCK RECEPTACLE, 90 OFF. / . _ . . " \ ,,{{ HVAC DISCONNECT �IFFI IJ �8 ° m IHI � e J-BOX @ MOUNTED TO CEILING JOIST, FOR FUTURE ° ' flFFll d. ® POWER DROPS �� � /%/ � /- % %%% " / / /, // t REM PANEL WITH RE BREAKERS 1 WP ' _ LIGHTING /POWER/MECH PLAN ›K HEAT PUMP SEE EQUIPMENT SCHEDULE Scale: t /4' =1'-0' LIGHTING /POWER BUDGET -_I. �I �'� HORN STROBE (aje2' AF.F. TO CENTER OR 8• EQUIPMENT BELOW CE ILING W H I CHEVER SUPPLY AIR DIFFUSER MAKE AND MODEL TBD * BY SCHOOL DISTRICT I IS LOWER BALANCING PER 8 NO LABOR COLLAR SIZE PER PLAN WSEC LTG BUDGET AREA TYPE SOFT. VA/SO.FT. BUDGET F ALARM PULL #1 CLASS -RM 1,700 0 1.35 2295.0 li ly D - V V FLEX DUCT 8' 0 EXTERIOR 184.0 7.5 1,380 0 M DESCRIPTION CONNECTED CODE 3EMANDVA HVAC EQUIP E NT SCHEDULE I II I , BA 3/4'000NDUIT - - 1• DUCT BOARD W/ SEAMS TAPED AND SEALED _ 4 WI 1 12• DUCT WRAP (R-8 TOTAL) VA FACTOR WASH I OREGON MARK QTY. DESCRIPTION COMMENTS CK BOXES BY WHITLEY CONDUIT W/O WIRE BY WHITLEY 2rx 8' I.Ox 10', 20'x 8 I.D. @ 15' INT. LIGHTING BARD 8W11301- A10.212 TON WALL MOUNTED HEAT WI ECONOMISER PAINT ALL FIRE ALARM ROUGH IN BOXES 2 PUMPW110kwHEATSTRP- PROGRAMMABLETSTAT. 100%OSA �� WSEC 2,018.0 1.25 2,5200 1,700.0 ® 30900 BOW COOLING -87EER CAPAB TERMINATE I IUTY O 7-DAY SUBSTANTIALYREDINSIDEANDOUT -0 6'A 28000 HEATING -COP 3 0 AYPROGRAMABLETSTAT ®4F.F. EXEMPT 0.0 1 25 0.0 3.5 1395 ®0 ESP DRY 4 PuNc ELECTRICAL /LIGHTING NEC(OREGON) 5,9500 4\ UNDER FLOOR (SERVICE) ALARM,ROUGH -IN DETAIL 1. THIS BUILDING MEETS THE REQUIRMENTS OF THE 2005 NEC AND AMMENDMENTS - WAD 296-46A )UBTOTAL 2,016.0 2520.0 PANEL SCHEDULE PANEL No- MDP j. 2. THIS BUILDING MEETS THE REQUIREMENTS OF THE 2004 WA STATE ENERGY CODE LOCATION. INTERIOR ONE LINE DIAGRAM 3. ENTIRE BUILDING TO BE WIRED IN FLEX ,EMT EXTERIOR LIGHTING MOUNTING FLUSH 120240 VOLTS' 1 PHASE WIRE• 4 ENCLOSURE: 200 AMPS WI MAIN BREAKER 1 10.000 AIC 4. SERVICE ENTRANCE -BY OTHERS NON - EXEMPT 40.0 1.25 50.0 50.0 UNDERGROUND SUB -FEED MDP 5. UGHTING CONTROLS SHALL BE PROVIDE FOR EACH SEPARATE AREA, READILY CK DESCRIPTION KVA PAMFABAMFP KVA DESCRIPTION CK ACCESSIBLE AT THE POINT OF ENTRY/DOT. CONTROLS SHALL BE CAPABLE OF RECEPTACLES I HEAT PUMP 70 2 80 • 80 2 7.0 HEAT PUMP 2 120/24W TURNING OFF AU. UGHTS WITHIN THE SPACE (WSEC 1513.1) THRU10.000 1,8000 1.00 1,800.0 1,800.0 3 1 70 7.0 I 4 POWER REMAP (WSEC 15132) 5 FUTURE R DROP 1 9 1 20 • 20 1 1 3 RECEP (A MOD) CLOCK 6 7 FUTURE POWER DROP 1 9 1 20 • 20 1 0 9 RECEP (B MOD) B SINGLE PHASE 6. MAXIMUM LIGHTING POWER THAT MAY BE CONTROLLED FROM A SINGLE SWITCH OR MOTORS CONTROL SHALL NOT EXCEED A 20 AMPERE CIRCUIT LOADED TO BO% CAPACITY 9 LIGHTS 10 I 20 • 10 MAIN BREAM - - 7. ALL LIGHTS WITHIN DAY UGHTED ZONES SHALL BE PROVIDED WITH INDEPENDENT LARGEST 3,096.0 1.25 3,870.0 3,870.0 11 EIGHTY$ EXT LITE 10 1 20 12 i SCHEDULE 8 0 WITH CONTROLS SEPARATE FROM THE GENERAL UGHTING (WSEC 1513.3) 15 • 16 D /M'MRS THWN CU 8 EXTERIOR LIGHTS SHALL BE CONTROLLED BYA PHOTOCELL (WSEC I5135) REMAINING 4,872.0 1.00 4,872.0 4,872.0 17 18 MP GROUND fb 9. ALL UGHTING CONTROLS WHICH INCLUDE OCCUAPANT OR DAYUGHT SENSING, SPACE HEATING 20,000.0 1.00 20,000.0 20,0000 19 20 AUTOMATIC CONTROLS OR TIME SWITCHES SHALL BE TESTED TO ENSURE THAT 21 • zz - SYSTEMS OPERATE PER DESIGN PLANS AND SPECIFICATIONS. A COMPLETE REPORT MISC. 4,200.0 1.00 4,200 0 4,200.0 23 - 24 OF TEST PROCEDURES AND RESULTS SHALL BE PREPARED AND FILED WITH OWNER (WSEC 1513.7) TOTAL WATTS 36,024.0 37,312.0 40,742.0 CONTRIBUTION FROM PANEL TOTAL CONNECTED KVA 380 10. HVAC CONTROL SYSTEMS SHALL BE TESTED TO ENSURE THAT CONTROL DEVICES PHASE A: 182 AMPS 150 NA EHANTOVESPN S AND SPECIFICATIONS. SYSTEMS ARE I TOTAL AMPS 150.1 1555 169.8 PHASES' 17.9 84CU R ACCORDANCE DAN TES WITH ED EQUIPMENT„ AND PLANS HALL BE LED COMPLETE WWI�TTH� TH OW 36 00 SUBTOTAL TOTAL DEMAND KVA: 37 3 AND COLD WATER P.0-C COMMISSIIONINGR 116.412(WSECC 14144.1) 125% DEMAND FACTOR (IDAHO ONLY) 194.3 AMPS 1555 N 1 / • / 1 I 1 I 1\ ARK REVISION Oats WHITLEY EVERGREEN INC. PACIFIC MOBILE L A WSTOMERSUSMRTAL 7.423A15 JOB NAME 28'x 64' MOBILE CLASSROOM DATE: 7 -7 -06 JOB NO: 3883 ' © LAI/BCDADS UBMRTAL 14219 SMOKEY POINT BLVD. D 3/1505 ms MAR9SE, POI SIN: 00506- 113,114 -ALB - LIGHTING /POWER/MECH PLAN RawNBY: MDP © w -PLAN RENEWAL A ENERGY CODE UPDATE 400.08 (360) 653 SHEETTNLE STD PLAN NO: FBS0500075 FILE 3874.E E.1 (360) 659 -7735 FAX `` THIS DRAWING CANNOT 8E EPROM/CFO WI KXIT THE WRITTEN CONSENT OFMILEY EVERGREEN INC. ..• ` / ` 1/4,. SHY. OF Ai DEFAULT I.P 60, DBL GLZ DEFAULT U=.90 ', DOOR SCHEDULE FASTNER SCHEDULE NOTES CODE ANALYSIS y J MARK QTY. DESCRIPTION COMMENTS CONNECTION NAIUNG GENERAL NOTES THIS STRUCTURE MEETS CONSTRUCTION REQUIREMENTS OF THE WAC 51-50 (IBC 2003), Y-0'x 6.-r METAL INSULATED FLUSH DOOR EXTERIOR 1. THIS PLAN IS IN ACCORDANCE WITH WAC 51.50.2900 AND OSSC APPENDIX THE 2003 INTERNATIONAL BUILDING CODE FOR WASHINGTON STATE GOLD W/ KDHM JAMB RO: 38' x 81 1/4' w TO SILL OR GIRDER TOENAIL 3 CHAPTER 29, TOILET FACILITIES SHALL BE PROVIDED IN AN ADJACENT AND GOLD LABEL INSIGNIAS 0 4 MFG STD PANIC EXIT DEVICE WALL THK 612' SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 16d 16' 0.0. BUILDING SEPARATE FACILITIES FOR EACH GENDER SHALL BE PROVIDED. THIS PLAN IS SUBMITTED TO WASHINGTON STATE DEPT LHI FOR APPROVAL BY WA MFG STD. CLOSER SWING. 101-104 • LHR SOLE PLATE TO JOIST OR BLOCKING. AT BRACE WALL PANELS 3-16d PER 16' 2. ALL NEW FACILITIES SHALL BE BUILT IN ACCORDANCE WITH WAC-51-50-1100 /1 OREGON (OSSC 2004) UNDER RECIPROCITY AGREEMENT FOR GOLD AND GOLD 0 DEFAULT I. 60, DBL 8,7 GAP, INSIGNIAS . GRAYILOWf1CLR U...55 .55 S5 DEFAULT, SH(iC=.43 ASHRAE TOP PLATE TO STUD, END NAIL 2 -16d FOR BARRIER FREE ACCESS. STUD TO SOLE PLATE 16d END NAIL 3. NOTE AU. STAIRS, RAMPS, LANDING, AND HANDRAILS TO BE SUPPUED THIS PLAN IS SUBMITTED TO WASHINGTON STATE DEPT LE FOR APPROVAL BY DOUBLE STUDS, FACE NAIL t6d 24' O.C. AND INSTALLED ON SRE BY OTHERS (UNLESS OTHERWISE SPECIFIED) NA.GNDDASHO (IBC 2003) UNDER RECIPROCITY AGREEMENT FOR GOLD AND GOLD W INDOW SCHEDULE 4 ALL BUILDINGS THAT RELY ON ADJACENT FACILITIES FOR RESTROOMS cr) a DOUBLE TOP PLATES, TYPICAL FACE NAIL I6d (8116' O.C. SHALL HAVE AN N.LEA WI EA INSIGNIA, AND A COPY POSTED IN A THIS PLAN IS SUBMITTED TO MONTANA STATE DEPT OF LUI FOR APPROVAL BY °°'� DOUBLE TOP PLATE LAP SPIJCE 8.164 CONSPICU LOCATIO - MT. BUILDING CODES BUREAU (IBC 2003) FOR GOLD AND GOLD INSIGNIAS CK QTY. DESCRIPTION COMMENTS - RIM JOIST TO TOP PLATE, TOENAIL Bd 6• D BUILDING TYPE VB DESIGN LOADS: •I "( 46 3 9' PHIWPS #830 HORIZONTAL R.O.46 X 39' TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2 -1Bd OCCUPANCY GROUP: E ROOF LIVE. 35 If rri WHITE VINYL SNDER DOUBLE GLAZE MATCH DOOR CONTINUOUS HEADER, TWO PIECES 16d (5) 16' O.C. ALONG EACH EDGE 6. ICE DAM PROTECTION SHALL COMPLY WITH THE REQUIREMENTS OF THE 2003 IBC BUILDING USE: CLASSROOM Z C) 4 LOW E - U =.35 . SHGC .33 HEAD HEIGHT CEILING JOIST TO PLATE, TOENAIL 3.8d SECTION 1507.2.82 BUILDING AREA 28x 64' 1792 sq ft WIND LOAD: 80 mph Jn 71 tv M INDIAN OAK UNER & CASING BUG SCREEN CONTINUOUS HEADER TO STUD, TOENAIL 4•d 7. IN ACCORDANCE WITH 2003 IBC 804.5 (IN GROUP A OR E OCCUPANCIES) DRAPES, # OF OCCUPANTS' 90 EXPOSURE. 'C ...../ . CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3.16d HANGINGS OR OTHER DECORATIVE COVERINGS SUSPENDED FROM WALLS OR BCD ALT. WIND LOAD: 90 mph C G) CEI LING JOISTS, TO PARALLEL RAFTERS, FACE NAIL 316d CEIUNGS SHALL BE FLAME RESISTANT IN ACCORDANCE WI SECTION 805.2 & BCD ALT. EXPOSURE: 'W op D C 4' RAFTER J O 34d NFPA 701 OR NONCOMBUSTABLE 2003 IBC: SEISMIC DESIGN Sds = 1.00 O ENERGY CODE / BUILDING ENVELOPE SEISMIC DESIGN CATAGORY = D CLASSROOM FLOOR LIVE. 40 psf O 0 47 BUILT -UP CORNER STUDS 16d (ft 24' O.C. 1. BUILDING HEATED W/ HEAT PUMP, ELECTRIC RESISTANCE HEAT NOT ALLOWED. 1000# CONCENTRATED 7 WOOD STRUCTURAL PANELS AND PARTICALBOARD ' 2. AU. WINDOWS AND DOORS SHALL BE SEALED, CAULKED, GASKETED. OR FLOOR LOAD ON 30' SQ. )� SUBFLOOR, ROOF AND WALL SHEATHING TO FRAMING OR � , WEATHER STRIPPED TO MINIMIZE AIR LEAKAGE (WSEC 1314.1) 1(I AND LESS 3 . ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF I PERM. NOTES 191x. 3/4• 8d : 4. BUILDING ASSEMBUES USED AS DUCTS OR PLENUMS SHALL BE SEALED, CAULKED 1. THIS BUILDING MEETS OR EXCEEDS THE ABOVE REQUIREMENTS FOR THE 718' • 1' 10d OR 8d AND GASKETED TO UNIT MR LEAKAGE. (WSEC 1314.3) NREC PERSCRITIVE PATH OPTION FOR CLIMATE ZONE 2, THE OSSC 5. THIS BUILDING SHALL MEET THE REQUIREMENTS OF WSEC 2004 PERSCRIPTNE PATH AND THE INTERNATIONAL ENERGY CODE FOR IDAHO 1? FIBERBOARD SHEATHING (OSB) NO 11 GA ' 1416 COMPLETION REQUIREMENTS 2 PROPOSED GLAZING % OF G.WA =15% (MAX) W ad „ ELECTRICAL 3. SEE SCHEDULES AND BUILDING SECTION FOR ACTUAL INSTALLED VALUES NO. 16 GA 1. THIS BUILDING MEETS THE REQUIREMENTS OF THE 2005 NEC 2. BUILDING TO BE WIRED IN INC. FMC,EMT,LFMC NOTES (CON T) 3. TYPICAL WIRE SIZES: 15 AMP •#14CU 30 AMP • #10 CU 20 AMP •#12CU 35 AMP - #8CU STRUCTURAL 4. SERVICE ENTRANCE • UNDERGROUND BY OTHERS 1. HEADERS SHALL BE (3) 2x4 STUD (MAX, SPAN = 3.15) OR (3) 2x8 STUD Common or box nab may be used except wham othendse stated 5. ALL RECEPTACLES TO BE INSTALLED 18' AF.F. TO CENTER OF - (MAX SPAN = 4.15 ) (NLESS NOTED OTHERWISE) r Nags spaced at 16Irncno on center at edges 12 h es at intermediate RECEPTACLE, UNLESS OTHERWISE SPECIFIED. 2 WINDOW AND DOORS SHALL HAVE (2) STUDS AT EACH SIDE w/ (1) KING AND (1) TRIMMER support except 6 Inches at all supports where spans am or or more' 6. GROUND FAULT CIRCUIT PROTECTION REQUIRED FOR AU. RECEPTACLES 3' MINIMUM OF TOP PLATE .• (1) 2x6 CHORD W/ 13. 12d NAILS EA SIDE OF For nailing of wood sfresal panel and pabdaboard daphrams are shear walls, refer to Section 2315.3.3 & 2315.4 Nails for wall sheathing may be °a non, box IN WET AREAS. 4. AU. NANNG AND FASTENERS NOT CALLED OUT IN PLANS SHALL BE or rasing. 7. AU. CONDUCTORS AND CONDUITS SHALL BE SIZED AND INSTALLED TO PER IBC 2304.91 NAILING SCHEDULE , Comma or deformed shank COMPLY WITH THE 2005 N.EC. • Common ENERGY CODE I BUILDING ENVELOPE • Deformed shank Carresb 1. BUILDING HEATED W/ HEAT PUMP, ELECTRIC RESISTANCE HEAT NOT ALLOWED. rrosa nreslstsrtl roofing nails vvah 7118andfdfameler (11 mm) head and 1 12' length nor 12-0xh sheaving and 1314 -Mch 2 ALL WINDOWS AND DOORS SHALL BE SEALED, CAULKED, GASKETED, OR length for 25/32' sheathing cen fomnhng to the requlrments of Section WEATHER STRIPPED TO MINIMIZE AIR LEAKAGE. (WSEC 1314.1) 2304.3 3. ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF 1 PERM. • Conosnnt1sbtalt staples wah 711 Wndtdtsmeter (11 mm) own and 4. BUILDING ASSEMBUES USED AS DUCTS OR PLENUMS SHALL BE SEALED. CAULKED 1 1/8' length for 12-inch sheaving and 1 1/2-inch length for AND GASKETED TO LIMIT AIR LEAKAGE (WSEC 1314.3) 257J2'sheathing conforming to the rerpdrmenb of Section 2304.3 = Panel supports at 16'(20 inches) if strength ads is the long direction ENERGY CODE I MECHANICAL SYSTEM of the panel unless of enwse malted Casing or fish real spaced 6 lodfes 1. PROVIDE MICROPROCESSOR CONTROLLED THERMOSTAT WITH NIGHT SETBACK ' an panel edges 12 inches at intermediate supports. 5 DEGREE DEADBAND MIN.. SEVEN DIFFERENT DAY TYPES. MOUNT @ 46'AF.F. TO TOP OF CONTROLS MAX (WSEC 1412) 2. THERMOSTAT SHALL BE RATED FOR INTERIOR WALL INSTALLATION. 3. SEAL AU. TRANSVERSE DUCT JOINTS (WSEC 1414.1) 4. SUPPLY AIR DIFFUSERS SHALL BE PROVIDED WITH MANUAL DAMPERS FOR BALANCING THE SYSTEM (WSEC 1412.7). 5. DUCTS SHALL BE SEALED IN ACCORDANCE WITH SMACNA, METAL DUCT AND FLEXIBLE CONSTRUCTION STANDARDS 1STADORION (WSEC RS-1B) 8. DUCT SMOKE DETECTORS INSTALLED IN ACCORDANC WITH O.S.M.C. 60621 ELECTRICAL / UGHTING I. UGHTING CONTROLS SHALL BE PROVIDE FOR EACH SEPARATE AREA, READILY ACCESSIBLE AT THE POINT OF ENTRY/DR. CONTROLS SHALL BE CAPABLE OF TURNING OFF ALL LIGHTS WITHIN THE SPACE (WSEC 1513.1) 2. MAXIMUM UGHTING POWER THAT MAY BE CONTROLLED FROM A SINGLE SWITCH OR FINISH /COLOR SCHEDULE CONTROL SHALL NOT EXCEED A 20 AMPERE CIRCUIT LOADED TO 80% CAPACITY (WSEC 1513.2) SURFACE MANUFACTOR COLOR 3. ALL UGHTS WITHIN DAY UGHTED ZONES SHALL PROVIDED WITH INDEPENDENT CONTROLS SEPARATE FROM THE GENERAL UGHTING (WSEC 15113) • ROOFING OWENS-CORNING ESTATE GREY 4. EXTERIOR UGHTS NOT INTENDED FOR 24 HOUR USE SHALL BE CONTROLLED BY A SIDING PITTSBURG MD TIMER OR PHOTOCELL (WSEC 1513.5) CORNER TRIM PITTSBURG TBD FASCIA PITTSBURG Teo DRAWING INDEX DOOR PITTSBURG MD DOORAVINDOW TRIM PITTSBURG MD NO. DRAWING TITLE WINDOWS PHIWPS WHITE - A.0 COVER SHEET• SCHEDULES• NOTES - - CEILING TILE STD #2910 RANDOM FISSURED, Al FLOOR PLAN VINYL COVERED A2 BUILDING SECTION, DETAILS VWGWB STD PEBBLE BEACH • LT402 - A3 EXTERIOR ELEVATIONS COOL WHITE El LIGHTING - POWER • MECH PLAN • SCHEDULES INTERIOR TRIM WOOD EMBOSSED OAK MARK REVISION Dam - PACIFIC MOBILE LEASE ■ Q CUSTOMER SMA TT& 08,2598 • :.: �Y agigal �% gi t i � i - :� "�+��'•t•�•: � r 64' pacific mob; I e • ,oBNA 28 x 64 MOBILE CLASSROOM 6RF 0806 -107 A/B JOB NO: 3897 REVISION 09r11A4B l COVER SHEET - SCHEDULES • Mobile & Modular Buildings 14219SMOKEY BLVD. STDP1-ANm S A.0 M SMOKE E, WA 98271 SHEEP TILE (360) 6535790 (360)6597735 FAX T1s OWING fwNOTBEREPRODUCEDMOUTTHEWRRIEN CONSENT OFMILEY EVERGREEN INC DRAWN ay. NJG RE 3897 I ` DATe 08/25/06 6B-0' SW -1 0 . • • • OP - • :. PARTITION OPERA: • PARTITION OPE' • : PARTITION I- (H 'ER) (H 'ER) (H 'ER) Z • ° 0 Ce ° FF1 LL . • 1 y • i ® ROOM ROOM © ROOM ; ROOM Eal lita Ea EMI I . I- Z 0 LL ® (3) ARE ALARMS ROUGH-IN ONLY j ® O O O WITH OPEN BOXES b RACEWAY Ori:::) 1:1_•91 .------ IN CONCEALED SW', FLOOR PLAN 0 . Scale: 1/4' =1' -0° SHEAR WALL / STRAP SCHEDULE ROOM FINISH SCHEDULE - MARK DESCRIPTION NAILING COMMENTS ROOM NORTHT WEST SOUTH CEILING FLOOR COQ DESCRIPTION WALL WALL WALL WALL 1? APA RATED STRUCT SHEATHING Bd AT B'OC BNDRY NO. MAT MAT MAT MAT MAT HEIGHT MAT BASE ROOF G PANEL EDGE 101 C SSROOM W AGB WAGE W+GB WAGS ACT NO NBW NBW 1T O.0 FIELD 102 CLASSROOM WAGE WAGE WWGB WAGS ACT B'-U NBW NEW e 711E F ACE LP OF IXT W SMART PANEL SIDING EA ER war c.c. EDGES USE (1) STUD MIN. f$ 103 CLASSROOM WAGS WAGS WAGS WAGE ACT B-0' NBW NEW , SW- ALLS 12' IN FIF1D AD J. PANEL EDGE ' 104 CLASSROOM WAGS WINGS W AGB WAGE ACT F-0 NSW NSW 1E STUD SPACING BLOC( PANEL EDGES FLOORS NEW- NOT BY WHITLEY WALLS - WINGS -1? VINYL WRAPPED GYPSUM WALL BOARD CEILING LEGEND ACT • SUSPENDED ACOUSTICAL CEILNG TILL 2Y 4x 518' LAY-IN (INSTALL PER IBC 860.9.1.1) ' 0 SHEAR WALL [MARK ���li_��!�T.���:.....'. °_ ice..! O _����.J.. !:���!i�:!i::�: %��Zi. REVISION Dam \ / 1 I ..=. =: _., er._: ►; c5 _ : . ., • ..0 •, PACIFIC MOBILE LEASE f � : ; :.,:.: i, � , ; .,. =:; ': .•. Z Jos ma 3897 p �TDw�RSU a< P % c 1 1 1 c M o b i I e `- ::!:!: "•f: =: !: - %;:- t x- JOBNAME 28 x 64 MOBIL CLASSROOM s,N 0806 -107 A !B p R DN 091114 a COVER SHEET - SCHEDULES Mobile &Modular Buildings 14219SMOI�YPOINTBLVD. SHRTTT STDPLAN� s. Al MARYSVILLE, WA 98271 i ♦ (360) 653-5790 (360) 659-7735 FAX ♦ T14SDP AWPIG CANNOTBEREFRDDUCEDWlTIWUTTHEWFUITENCONSENTOFWITEYEVERGREENINC ../ N. DRAWN BY NJG I FILE 3897 - A .../ ` DATE 0825106 • — ROOFiCEILING ASSEMBLY r - 3-TAB ASPHALT SHINGLES OVER (2) LAYERS 15# ROOFING FELT � � (ICE DAM PROTECTION REQUIRED FOR 24' FROM EAVE TO INSIDE EXT. WALL LINE PER 2003 BC SECTION 1507.282) r .�:....•............�::-.... 7116' OSB OR UT CDX PLYWOOD SHEATHING F " i 1 1 - II -IIi 2X10 HFC2 RAFTERS AT 24' O.G I , = • 1�7 ■ �f •x4• ACOUSTICAL CEILING TILE (24X48 FISSURED) VAPOR BARRIER -1,. \ PROVIDE BRACING FOR LVL ■ ' 1 fll ,It URED) l R 1 FIRFRC.I ASS INS10 ' 0.C. 5 7511 PERM MAX V � i11 �a , , .ljjjjjjj SUSPENDED 2 j� a VIEW A -A 11 1 11111.11 ° "Mil, k o ff. ! j j j j! 2 Ur 2' =1'-0' 2.5 5, • SCALE: 1/2' (1 da1111 �1 111 j L:S:� L: S:9 1 . 70It� .AK"-- t 2 , ....... Ih 1X8 SMART FASCIA s �, EXT. WALL ASSEMBLY OVER 2X4 SUB FACIA �� 9 12 VINYL WRAPPED GWB RELIEF CUT OVER DOORS 8 WINDOWS •-•4I - 2 x 6 H.F. STUD GRADE STUDS 16 O.C. WI DOUBLE '~� , e b TOP PLATE AND SINGLE BOTTOM PLATE .. A • R -19 FIBERGLASS INSULATION BATTS 2X8 RIM JOIST m VINYL COVER CORNER TRIM e o-40 o-40 _ VINYL COVERED BATTENS AT PANEL SEAMS r w -1X4 S MART TR01 AT CORNERS WINDOWS 3 DOORS m O. a. r . ► -1X6 SMART TRIM HORIZONTAL AT TOP ' 4 ~ � � 7118 LP SMART PANEL SIDING W/ GROOVE 8' O.G V - FLOOR ASSEMBLY EAVE VENT DETAIL FOR VA ORBAR BARRIER FOR VAPOR BARRIER MAX 1 PERM 1 ~� - 2x12 H.F. 32 FLOOR JOIST © 16' O.G(TRANSVERSE) so- A2 SCALE: t' = t'-0' r TRIPLE 2x12 Hff 22 TRNPLE 2X12 HIF Rl AT MARRIAGE LINE . . R -21 INSULATION RBERGLASS INSULATION BATTS'UNFACED' -. 0 SUPPORTED BY POLYCORD AT 24' O.C. .— ) • F•25 MOBILE FL ��, FLASHING 1=011110 * :: 1i1111 iiiliii '111111111i111i11111111141 1 - I 10 !! b GALV. STEP e 3 8 MIL BLACK POLYETHYLENE • . A2 ii OVERLAPPED 12' ON GROUND . I i I I ATTACH JOISTS TOZ ,� c12RIMWI CROSS SECTION B,T,GB„OTHERS 4 (3) 16d EA JOIST 0 Scale: 1/7 Scale: 112 =1'-0' SiTE INSTALLED • • ATTACH OUTER RIM JOIST W/ MOWS 10d (424'O.G • • = ' e VENTED RIDGE CAP INSTALLED SEALANT (NOTE: PROVIDE SEALANT AT SiTE ON THE BACK OF TRIM BOARD & 2X2 BLOCKING ON TOP OF LVL ALONG EDGES) CD FLOOR/CHASSIS =1' -0' CONN. DETAIL AIRTOFLOWTHRVOUGHRIDGECAP GAP TO BE IN CENTER OF RAFTER BAY SCALE: 1' LONG BOLTS W/ 1 -1 INNS 1 7/16' LP SMART PANEL w I%� SIDING .. . 77. - =� tx 4 TRIM BOARD iiii , ` imIllpti `. W/ 2 EDGE 6d NAILS ® O.C. STAGGERED 1 • • • III II E 12'0 x 6' 2'0 ��� II 11 �III WASHERS AT 5%4' O.C. AND 6' 3/4"c 7 /t6'% 1 7 /4' GALV. 3/87c 1 12' SPACER -fir 518'0 x 7 M. B. ® FROM EACH END 't . ME 4'-0' O.C. Z FLASHING OVER WINDOW BLOCK NAILING FLANGE 1 -3/4'X 24' LVL BEAM a • e d • ot MIL CONN. DETAIL O RIDGE DETAIL 6 WINDOW SEALING DET. 4 A2 A2 SCALE: 1 • =1'-0' A2 SCALE: r = 1'-0' SCALE: 3' =1' -0' / I N o -' . f._� a w�: - "V W'3` +•4, � E9 4 �%:i o re= pia?.: �ir•:o . • • e • a • MARK REVISION Data .:i:• :- - . � *- . , - a ,•.. • PACIFIC MOBILE LEASE y * s CT ..• .ANV:1(K44•f4• 0 JOB NR 3897 . L\ =TOMER SUBMTRAL aerJyos :•:� ;:: %�: a� : a� : �: : ::::� : �: % =;J JOBNAME 28 x 64 MOBILE CLASSROOM SN: 0806 -107 NB a, REASON MVOS Pac Mob I e COVER SHEET - SCHEDULES AZ Mobile & Modular Buildings 14219 SMOKEY POINT BLVD. STD PLAN a SAT. MARYSVILLE. WA 98271 ♦ J ♦ (360) 653 (360)659.7735 FAX ` THS DRAWING CANNOT SE REPRODUCEDWITHOUTnffWRR1EN CONSENT OFP46REY EVEM71EEN 01 .# ` DRAWN BY NJG FEE. 3897 - e ` DATE 08 - 25 - 06 e MFR STD DRIP RAIL MFR 5T0 DRIP RAIL / -7/16' GALV. STEP ABOVE HVAC UNIT NAIL 1X4 CLOSURE BOARD ACROSS ANL FLAS HING W/ 8D ®6' O.C. ABOVE HVAC UNIT 3 TAB FIBERGLASS ASPHALT SHINGLES 1' X6' SMART TRIM � FASCIA 1' X 4• SMART TRIM ° CORNERS, WINDOWS ■ — I� B MARRIAGE LINE F . n., ,, 1 ws 7/16' L.P. SMART PANEL SIDING 11�l W/ GROOVES r O.C. LJ I 7/16' GALV STEP FLASHING ® ® ® 1= =1==_-=-1 � �� ® ® SKIRTING NOT BY WHTREY `\ UNDERFLOOR ACCESS IN USE WPGFCI 30'x 18' MIN , REAR FRONT IN USE WPGFCI LIGHT WI PHOTO CELL r— 0 -1-1 0 0 _ I o , / ii / 1 0 - / // \41, N N \\•0 f ® ® ® ® 1 -1 ® ® ® SKIRTING NOT BY WI- LEFT I k. _ I -, , -, ® ® ® ® ® ® SKIRTING NOT BY WHITLEY RIGHT - I EXTERIOR ELEVATIONS I Sala 1I4' 0 1 MARK REVISION Date s 05 70We 4.:.-=°-.-.••1 °.•• P• - • .• :•= : -.•:`7 PACIFIC MOBILE LEASE y . 7" 'i .7; IP vc ∎ ti _iii 7A:• s W Yin �� i i i� 4 p au1DMERSUBMmu oaRSae R.v:: = , AI 4 •' a:� . : t : = %a.:+ JOBNAME 28'x 64 MOBILE CLASSROOM I JOBN - o- 3897 Pa c l f l c Mo SR 080 -1 U7 AB Q . �! i!i!i!i!ilili::::�!ililQ�lili!i ii! i! �! i! �! i i! iti l�.�lilil�li!i!i!i!i REVISION SHAM COVER SHEET - SCHEDULES Mobile 8L Modular Buildings 14219SMOKEY POINT BLVD. �� i A3 MARYSVILLE, WA 98771 - ) SHEET "ITU (360)653.6790 (360) 659 FAX. ` TIISDRAWING CANNOT BEREPRODUCEDWITHOUT THE WRITTEN CONSENT OFWtSREY EVERGREEN INC , ` DRAWN BY: jNJG FIE 3897 -A , DATE 0 8-25-06 • V T `� e `� LENGTH OF UNIT .0 x • STRUCTURAL NOTES: • fl 1. DESIGN INFORMATION AND LIVE LOADS USED' , RECE ; Z N co B. UNIT DEAD L - A. BUILDING CODE! International Building Code, 2003 Edition 1 11.. 1 �,,�,� DAD 35 PSF DI_ 1 L. W u p . Ci . ® ®1 C. ROOF LOAD LD 30 PSF L.L. {: i Z; l I "I I AR-P2 D. FLOOR LOAD 50 PSF L.L Z r= a E E. WIND LOAD 90 Mph Exposure B N ~ TYPICAL UNIT o Z 0 0° a Category D /II, SDS = 1,00 SUPPORT BEAMS M I W 0 , D F. SEISMIC CUEF, D TYPICAL AT - N PA o n ° ° E G. SOIL BEARING 1,500 PSF (Provided by Others) °' L ° ° ,, MD1 INTERIOR COL. 1 C7 x y 2. CONCRETE! ` , � m e o ■ A. Strength Used 2,500 PSI, MIN, ® is {:, ® ....71.... ® ® �"' o a G o 3, MASONRY' J A, Masonry Units ASTM C -90, Grde N, Fr' 1350 Psi 9.71 { ■1 . i r ■ �■ I [111 gll 111 Ill! . 4. SPECIALTY ITEMS' TYPICAL AT p CA A. Standard Metal Pier shall be capable of supporting a r11n. of 4,200# D EXTERIOR COL. MD1 °' o (n MD1 ii N M ;,., I-- B. Anchors shall be Installed at the locations Indicated on the drawings 1 and In accordance with the manufacturer's reconendatlons as °I Z approved by the Manufacturer Housing Institute. If Installed per T recommendations the anchor has a minimum allowable holding (1�L � ® ® ® ®1 ( � ~ Z w o force of 4,700 pounds, El O z 5. Soil under footings to be undisturbed native materials or structural fill compacted to H F N 11 — Li 95% of the Proctor density per ASTM D - 698. °' Li-. a 6. Slope finished grade away from structure at 2%, minimum, for a distance not less than 10 feet PADS & PIERS, NO. REQUIRED PER TABLE A — SEE DETAIL Al & A2 /MD1 l ' 4 TYP , I O z O v) O 7. Structure to be leveled and modules fully supported prior to installation of the hold — downs. SPACED EQUALLY O Modular units with outriggers extending past transport rail in excess of 30 inches HOW—DOWNS, SEE DETAIL 61 & B2 /MD1, SPACED EQUALLY BETWEEN CORNERS I O co shall be supported along the perimeter at not more than 4'-0'. Shim and block as ANCHOR - z necessary to interface piers with floor members. U z Q I 8. Provide under floor ventilation of a net area of not less than one (1) square foot per 150 square feet of floor area. cover vent DOU BLEWIDE M ODU.L A R F 0 / _ IF /M'_� - /IF G II m Z openings with corrosion resistant mesh not less than 1/4' nor more 1 N,T,s, S � pNAL ,- '-`:`- N F ✓ %, o f wnsiy �i : < z o tan /2' in any dimension. Openings shall be as dose to . . c ,\STc X 1 1 - ;> C) C ' � � , �•-, ~ ct � 3 0 comers as possible and shall provide cross — ventilation. The required area ¢ 0 Q� a `o . �."� `� 12327 =` ', a v J o shall be distributed nearly equally along the length of the a _ _ ~ bulling on opposing sides. 9 7 47, oid`i!)S � p � p R EG .. � O w 9 `, , �.. 9. Provide proper clearance between wood joists and exposed ground m� � 23 , � " < .. o in accordance with Building Code requirements. Wood 4l E ` pP OF �: ',, � ,�. o . exposed to ground or closer than required clearance shall be O F g N f 64�G i B R F � i J, r J ���, . N treated for resistance to decay. ' : o 10. Access to underfloor area shall be provided per the Building Code. TABLE A ExmRT o sriT 11. Space hold — down anchor at corners in the first 3' - 0' and nearly equally MODULE RAIL PIER/PAD SPACR4G c� 0 along the balance of the distance in accordance to the table. INSTAL! HOLDPDO ACED�EQ BETWEEN CORNER HOLDCDOWNSPIERS 0 REVISION BY: 2Q11 >��ARIN6 (1.500 nsfl LENGTH OF UNIT j. PADS do PIERS # H OLD —DOWN ANCHORS 09/29 DB EXT. RAILS INT. RAILS EA.SIDE EA.END '" 32 10 7 2 1 • 64' -0' 19 13 2 2 SHEET : 1 OF 2 F28 0501 #01.1 -F28 0'4, .r - METAL STRAP OR ' E G 0 N , -� U • i w ' - o m� • CABLE WITH TURN - BUCKLE � q p '2 ' \ �• ■�s Z s l• TO APPROVED ANCHOR Q lF 0 F * "� 23 , , F' QN W. BS Ay BRIG - =�'j' a :..., <4 �� W ° .°- 1111 MODULE SUPPORT BEAM r .I' ! �N° a `'.-":5•51,-,, . ... `� z (D x — $ c illitpo 2'x4 PT SHIMS F4 E S 0912.' VII 111 z '"'' m 0 �♦ /I. � — __ � � AILT�B � Pal ° � TA Y cv 35 � / CAP wRH NO MORE THAN T t / () 12D O.C, TOEN . j ri o o i ' \/ (2) 2 PT PLATES OR (1) - 4'x8X16 CMU STEEL VANI�D 1 u� POR g. g a 0 5 0 STRAP CLAMP PER • SKIRTING W m m o e a. z PER SOIL S°11- ANCHOR °D = MATERIAL P:1 0 0 ANCHOR MANUF. ' -60' MANUFACTURER ^ o • m B 8'x8'xt6' MU x 7 2 x 8 PT., CONT. 2x4 TREATED ) a � �\� ! \ j��� i c4 PLATE ► �!I 1) - 4'x16'xts• CONC. ' { \��� DOUBLE OR SINGLE HELIX \/\ /\ ` 3Y O.C. MAX: 8 �' l N AT • OR •AUGER -TYPE HOLD DOWN - OR 4'x8'x16' MU SOIL ANCHOR •TIE DOWN DRIVEN INTO THE GROUND (4 )-2x8'x16 CMU, ALT.PATTERN ENGINEERING, INC.• OR - EQUAL Cn A 1 CMU PIER Bi N.T.S. H SOIL ANCHOR— ENDWALL 0 I SKIR] 1 NG N.T.S. DETAIL — NONBEARIN W z a NTS 1---I 0 t— i W F NUMBER OF PADS PER ROOF MATEIJNE BEAM COLUMN: w MM CI Z a ANCHOR NOTES. c1 1. INSTALL ALL COMPONENTS PER Sal ANCHOR 12 -FT MODULES: (2) 16 "x16' PADS PER 11' -3' EFFECTIVE ROOF BEAM SPAN PER MANUFACTURER RECOMMENDATIONS 14-FT MODULES: (2)16%16" PADS PER 9' -6' EFFECTIVE ROOF BEAM SPAN Li - --• EFFECTIVE ROOF BEAM SPAN= 1/2 ROOF BEAM SPANS, EACH SDE OF COLUMN Q �` � � METAL STRAP PER SOIL i R OOF BEAM c Z '' _ ANCHOR MANUFACTURER H O I ' i WITH TURN BUCKLE TO r APPRO ANCHOR MODULE m Li MODULE SUPPORT BEAM 1 N -14 II z c 1 / _ MATEUNE COLUMN U Q J ----- _ O 0 `���' M 0 0 t . 1 PRE - FABRICATED METAL PIER MODULE SUPPORT B CV • lI 0 a w STR C A ll 16 "x16 MIN. FIG PAD, AP AN C LAMP HOR RIM JOIST ° u_ CONC. ABS, PT WOOD MANUFACTURER � 2 GALVANI 4 ' STEEL STRAP o \ PER SOIL ANCHOR MANUF. ! I �._ ° 4 � - • ✓ ONE PER TWO PADS KS REVISION : BY: �`/ /' �/ �� f 09/29/2005 DB / I / '��/ � // �� •• FTG PADS PER SCHEDULE a DOUBLE OR SINGLE HELIX "AUG!t"- \\ j \ � j \� \ \ \ / \ \ \ \ j \ SHEET : 2 OF 2 • ' T n 1E DOWN ENGINEERING, NC' OR EQUAL / / SOIL ANCHOR— SIDEWALL MATELINE COLUMN SUPPORTS M D 1 ti - A2 PAD &PIER 2 D N.T.S. B N.T.S. N.T.S. 0501 #01.1 -MD1 I • f • d — LAVVvI r IV 1r1.21 II I J>,.1..1Ir JJ MNSi?Et:�,irZ71 I L_ 1 • �� SAWCUT TO FIT AT CENTER 7600 BOEING DR, GREENSBORO, NC 27409 / �� ADDLE JA K J© (336) 544 -0559 OR TOLL FREE 800- 497 -5484 PANEL , - 1" THREADED ROO 11 0 INFO®FOUNDATION WORK SIN C.COM I I •,•I PERIMETER JOISTS IP III - ,�z -,/2XI /e ¢ FOUNDATIONWORKS 'U' CHANNEL �E� P R OF f ANGLE ( 1 -5/8 THICK PERIMETER " x6 BLOCK �c GI EIS c SURROUND WALL '_' �t F F ,p y 9 � _ ' PAN] 1 SAWCUT PANEL TO FIT AT CENTER — _11 004 LOAD RATED 0 ' ( _ 1TANDEI75O#.AT1OODPSF � II 'I i , SOIL OREGO ■' ���. �� 1=7-1 ii=ii iF i:: • ERIMETER FOOTING AvG �I' c ( ` � . -- N I II -III I I -I I 25 �g 0 7-2" . .. J /4' DIA, H 1 1 _ _ -LAS TIC WEDGE ORNER PANEL MUST BE FULL LENGTH 4' -D' 11=111"" � °" I . SH! P 13 P �' i- #5x18" REBAR DRIVEN INTO GROUND r1AST+o AE OaE LEVEL PANEL ANEL t A , FOOTER UPPORTED OVER (2) PERIMETER JUNE 2006 I I pD i `, a :t e I__■Cd = IC• =NM =1=i MI—M 1_■C. a = I_i O PERIMETER FOOTER AND SUFPORT STAND L ' - 0' Y - 0 ' TYP. PERIMETER JOIS I FULL SIZE PANEL FOUNDATIONWORKS 'U' CHANNEL V i AT BOTH SIDES OF I 1 -5 /EI THICK PERIMETER 4 4x8 BLOCK • CORNE• OUNDAl1ONWORKS SURROUND WAL �. : PRECAST VENTED PANELS I' - 'ERIMETER SUPPORT PR WEDGE PANELS AS REVD TO LEVEL PR CAST BACKFILL 18" ABOVE ORIGINAL GRADE STAND WHERE REVD '- , ADDITIONAL FOOTERS AT 1,5" GREATER POLYSTYRENE MIN. CORNERS / I, - FOR 24" CREAT AND cR FROST UNE DEPTH a i '4 - 'ERIMETER FOOTING 3/4 CRUSHED GRAVEL (RECOMMENDED) lo x6 BLOCK - LENGTH TO CARRY II .1% ` 2-3 FLOOR JOISTS , e • a / 'U' CHANNEL AT JOINTS ATTACH TO 1 \ ` BOTTOM OF RIM JOIST y :TEND EXTERIOR INSULATION /4 MIN, 1B" SLOPED AT APPROXIMATELY JF P �fr � ` 15 DEGREES AND LEAVE PSW RIOTING OTING E�(POSED. SEAMS IN v ` GRADE POLYSTYRENE TO BE TAPED. � 40" FROST LINE SOLUTION FOUNDATIONWORKS PERIMETER SUPPORT �CUT PANEL AS NEEDED TO FIT DIMENSIONS OF HOME STAND AS REOUIRx) ` 2) #5x1121 REBAR PER FOOTER DRIVEN INTO GROUND i 21 -1/2" FOUNDATIONWORKS PANEL FOOTERS ` o (-"� o / AS REQUIRED AT PANEL JOINT 1 I I 1 1 -S /B° THK. — I I �v 45T'ALLATII34 NSTYIICTx)14 -1 2- N / I I &TALL FObTERS WITH 2' WOE FLANGE AT INTERIOR SITE OF PANES APO ANCHORAGE HOLES 10 THE EXTTRBDR OF r II I HE HOME . INSTALL PANEL FOOTERS • C TOP VFW A. AT CORNERS BY AWNING INTERIOR EDGES OF FOOTERS. \/ C. ST OF WALLS a, AT se CIV CENTEFI FF1011 CORNERS TO ADq ONN. BLOCK AT CENTER OF WALL 17 -1„¢"- /2° 2 INSTALL EEL PERIMETER SUPPORT ST'APO CENTERED OVER THE 2' FLAME AND CENTERED ON EACH BLOCK AS EOUIREQ A& 0. 01N I o pMI 0 O O ' L PLACE E IN FLOOR JAGS CHANNEL AT THE TOP IF TIE STEEL STAND INSURING THAT IT WILL CARRY A i� MNINUM OF (?) FlAOR JOISTS MERE APPLICABLE. T L ADAM SADDLE JADC U9NC ADJUSTING tin TO POSITION TIE TOP CF DE EEAM TO THE HEIGHT CF OE FRONT VIEW SIDF VIFW 6 PLACE PANELS IN CHANIEL OF FOOTERS NSIRE EMIR PANEL 6 CARRIED BY (2) FOOTERS. 12' CATLEVEFI O PERIMETER ELEVATION MAX. PLACE WEDDES FROM THE INTERIOR IN THE WEDGE SOT AND UNDER THE PANELS TO LEVEL 3 A. SAWAUT PANELS AS PANELS A A TO FIUIREL . INSTALL VENTED P O PERIMETER FOOTER ll. S ftEC0. 2 F INSURE T LEAST ENE AOCES OE00:1SECTION T IS PROVIDED INTO CRANLSPACE CIF EACH SECTION IF HMJE T T• C • PATENT # 5, 62,63 FOR MAN,TTE NANCE. .. IXFlLL ,AVJ BA T OES O REO CRADE NDT 1D EXCEED 20�. U • 0* • LESSEM U .S. PATENT # 5,862,635 SPACING AND TIE DOWN CHARTS: CM ismer eS Born lJH NC e - 0 VIMIO . 11E-1a/NS MIST FM A Iva INSTALLATION INSTRUCTIONS BEAM SIZE NOTES SPECIFICATIONS vMmG tea rs 315316 I INSTALL FOUNDATIONWORKS FOOTINGS SPACING SHOWN ON THIS PLAN ARE FOR HOMES -WELD ACCORDING TO A W S D 1 1 -98 SPECIFICATIONS , 0 ® 17: tiwic. WIND ZONE I AND SUPPORT COLUMNS TO SPACING TABLE. WITH 10" BEAMS MIN - A W.S. SOLID WIRE ER7OS -6 9 VOTREAL TEEM PER THIS SHEET - PLATES A S T M A36 BOX PRIMARY SUPPORT VERTICAL TIE —DOWN TIE DOWN NOTES - PIPE SCHEDULE 40 66' 2 FOUNDATION FOR CHASSIS BEAM - SUPPORT COLUMN BOLTS S A.E GRADE 5 SIZE COLUMN SPACING SPACING SUPPORT SHALL BE LOCA I ED AND SIZED FOR REFER TO TIE DOWN CHARTS ON THIS PAGE FOR - FOOTINGS 3000 PSI x; 2 28 DAYS LIGHT - WEIGHT - 9' — } - 24' MAX. — 'I MAX. --9'^ 4 r THE LOADS, AS SHOWN BY THE SPACING REQUIREMENTS REINFORCED CONCRETE I A I I 5 14' 12' O.C. 30' D.C. MANUFACTURED HOME INSTALLATION `,12 —1 - w _�_ — INSTRUCTIONS ALL TIE DOWNS MUST HAVE A WORKING LOAD FOUNDATIONWORKS SUPPORT ASSEMBLIES SHALL BE 413-413-03-43-13" IA �' ' OF 3150 LBS OF VERTICAL RESISTANCE COATED WITH FOREST TECHNICAL COATINGS CHASSIS I 16' 12' O.C. 30' D.C. 3 LEVEL THE SOIL AND PLACE REINFORCED PAINT 88 -E -203 OR EQUIVALENT N --10-11f —- _Ilf_ _ -11- — CONCRETE FOOTING BELOW MANUFACTURED GENERAL NOTES 1 w HOME. AS PER LAYOUT ON THIS SHEET. SAND TESTING j 24' 24' D.C. NA OR 3/4 MINUS MAY BE USED TO FILL IN VOIDS DESIGN CRITERIA. — _ { - — - EG- - -4-- ---43 UNDER FOOTINGS, WHERE GROUND IS UNEVEN - FEDERAL MANUFACTURED HOME TESTS PERFORMED BY. PSI LAB #689- 36125 -I � FOOTING MUST BE PLACED BELOW FROST LINE CONSTRUCTION SAFETY STANDARDS 1994 S 28' -32' 24' D.C. NA - ASSUMING THAT SITE EARTH CONDITION IS SEE EXAMPLE LABEL FOR LOAD VALUES —13-11H13-93-413— H — "" - — rn 4 SINGLE AND DOUBLE UNITS UITABLE FOR BUILDING INSTALLATION 4 PREFERRED FOOTING ORIENTATION. - FOUNDATIONS MUST BE PLACED BELOW FROST LISTING TYPICAI LAYOUT OF MUI TI - SECTION 1 5' MAX WHEREVER POSSIBLE. IS THAT THE LONG LINE. WIND ZONE II DIMENSIONS OF THE FOOTINGS SHOULD BE IN -SOIL BEARING CAPACITY TO BE 1000 PSF MIN THIS PRODUCT HAS BEEN LISTED BY T.R. ARNOLD AND THE TRANSVERSE DIRECTION UP TO ONE -HALF -WHERE APPLICABLE VERTICAL TIEDOWNS ARE ASSOCIATES, INC. FILE N7068 W.O.#741I BOX PRIMARY SUPPORT VERTICAL TIE —DOWN OF THE FOOTINGS MAY BE ROTATED SO THAT PROVIDED BY OTHERS TIEDOWNS MUST HAVE j-22' MAX — j--5' MAX THE LONG DIMENSIONS OF THE FOOTINGS ARE A WORKING LOAD OF 3150 LBS CERTIFICATION 1 SIZE COLUMN SPACING SPACING PARALLEL TO THE MAIN FRAME. DUE TO SITE - ASSUMING CONNECTIONS AT THE INI.ATING LINE - ,p [[ _ IS OR SET -UP CONDITIONS FOR DOUBLE -WIDES ARE SUFFICIENT AND THIS IS TO CERTIFY THAT THE SUBLECT — — — 4 3 - 4 L!J - - 5 14' 6' D.C. 10' D.C. MAX. ENGINEERED BY OTHERS SO THAT THE FOUNDATIONWORKS. INC SYSTEM IS CAPABLE OF I 5. SET SUPPORT COLUMN TO ITS LOWEST MULTIPLE UNITS ACT AS ONE UNIT WITHSTANDING ALL RATED DESIGN LOADS THIS v — _R - _ _ - _41 SETTING. PLACE IT ON COINCRETE FOOTING CERTIFICATION IS PREDICATED UPON THE PROPER • LrS a u 16' 6' D.C. 10' D.C. MAX. AND ATTACH IT TO FOOTING WITH 3/4" BOLTS DESIGN LOADS INSTALLATION AND TIGHTENING OF THE SUPPORT c. DO NOT TIGHTEN BOLTS YET IF INSTALLING ROOF LOAD - 80 PSF COLUMNS TYPICAI I AYDIJT CF SING! F SFCTION w CROSS - BRACING. FLOOR LOAD - 40 PSF FOUNDATION INSTALLED PER THE MANUFACTURERS 24 ' 14' O.C. 16' oz. MAX. 6 RAISE TOP SECTION OF SUPPORT COLUMN WIND ZONES 1. II AND III AS DEFINED BY HUD INSTRUCTION COMPLIES WITH THE HUD GUIDE FOR FounOdtldnWarld9, Ina www.icun do tlonwarkd nc.w m UNTIL IT TOUCHES BOTTOM CHASSIS BEAM. PERMANENT FOUNDATIONS 1996. 800 -197 -5184 28'-32' 14' D.C. 14' O.C. MAX. THEN LOWER UNTIL HOLES LINE UP AT CORSE THIS FOUNDATION IS DESIGNED TO BE Wild and Ec tnqud A Rastatont ° - ADJUSTMENT LOCATION INSTALL 5'S" BOLT CONSTRUCTED ON SITES WITHOUT ANY SPECIAL CONDITIONS: FoundatIdn Syoterne THROUGH SUPPORT COLUMN. THEN TIGHTEN EXISTING SOIL PROBLEMS FOOTINGS ARE Va t42 D0 a. 6333 1 oL 1000 ?5F Lot erol DESIGNED FOR 1000 PSF SOIL AND SHALL BE PLEASE CONTACT FOUNDATIONWORKS. INC FOR ANY OF D Lba . of Z7 ° , 11144 0 al 35" PSI Lob Report if 689- 36126125 .1 WIND ZONE III 7 TURN LARGE NUT UNDER HEAD UNTIL COMPATIBLE WITH LOCAL SOIL CONDITIONS. THE FOLLOWING CONDITIONS U. Patent p 0.062630 PLATE CONTACTS BEAM INSTALL 2 CLAMP BOX PRIMARY SUPPORT VERTICAL TIE —DOWN PLATES AND TIGHTEN FIRMLY DO NOT IN AREAS WHERE SETTLEMENT MAY OCCUR. - SNOW LOADS GREATER THAN SO PSF .. i tT I FOUNDATIONWORKS LABEL SIZE COLUMN SPACING SPACING TIGHTEN CLAMP BOLTS YET IF INSTALING MANUFACTURED HOMES SHOULD BF. - FLOOD PLAIN LOCATIONS / ' T CROSS - BRACING RE- LEVELED WHEN IT ADVERSELY AFFECTS THE - ROOF OVERHANGS GREATER THAN 16" / 1 I I . g9.5 I - BEAM SPACING w MANUFACTURED HOME - ROOF SLOPES GREATER THAN 20 DEGREES I 14' 5' D.C. 8' O.C. MAX. 8 FOR FINAL FINE ADJUSTMENT AND LOAD - SIDEWAL.L HEIGHTS OVER 8' -0" ___ i '' - TRANSFER TO FOOTING AND SUPPORT FOR TRIPLE WIDE AND WIDER HOMES. USE THE - I -BEAM SPACING OTHER THAN 95 5" ON CENTER \ \ -I COLUMNS. TURN LARGE NUT UNDER HEAD SAME PIER LAYOUT FOR EACH SECT ON OF A - PIER HEIGHTS GREATER THAN 35" REQUIRE / \ • r�n MC _ 4 1.3 16' 5' D.C. 8' D.C. MAX. DOUBLE -WIDE HOME OF THE SAME LENGTH CROSS - BRACING AND LONGITUDINAL BRACING \` / \ a , a� UN0 \ H \ _ \ w COMPACTED GRANULAR FILL OVER 12" IN \ ` :%' • 24' 11' D.C. 12' D.C. MAX. DEPTH SHALL HAVE A COMPACTION TEST \ \ W PERFORMED TO ENSURE ADEQUATE. \ N w COMPACTION IS PRESENT \ � ' ° 28' -32' 11' O.C. 10' O.C. MAX. \ \ fj. o " - CROSS- BRACING INSTALLATION INSTRUCTIONS \ � 6 -1/4" L INSTALL FIRST DIAGONAL CROSS BRACE WITH THE INNER TUBING ATTACHING TO THE CLAMP BOLT OF THE PIER ATTACH NUT TO HOLD IN PLACE Ed PR I J / \ ° 2 THE OTHER END OF THE CROSS BRACE IS NOW ATTACHED TO 1 HE OPPOSITE PIER VIA AN ADDITIONAL BOLT WELDED TO THE BASE PLATE INSTALL NUT TO HOLD IN P iS- NA lki N 2i / +- r/Y.-iK new rm c . camucnmwsW W. iI •� ran aowcra ors ..roam . 3 INSTALL THE SECOND DIAGONAL BRACE OPPOSITE OF THE FIRST I 1 -,I NSERT FOR ., ice.. 3/4X M.B. 4 ATTACH LONGITUDINAL BRACING TO EXISTING BOLT ON BASE PLATE OF PIER THAT 13 USED TO ATTACH PIER TO FOOTING. �• ROSS— BRACING DETAIL 1+ ''`1 5 CLAMP HEAD ASSEMBLY OF LONGITUDINAL BRACE TO I -BEAM BUT DO NOT TIGHTS: ^' BOLTS YET INSTALL BOLT INTO BOTTOM OF HEAD ASSEMBLY UNTIL IT REACH S H. OREGON BOTTOM FLANGE OF THE I -BEAM THIS BOLT IS USED TO RESIST SLIDING NOW TIGHTEN ALL I -BEAM CLAMP NUTS ON LONGITUDINAL BRACE HEAD ASSEMBLY A `te ,9 AO 6 TIGHTEN ALL NUTS AND BOLTS ON SUPPORT COLUMNS, FOOTINGS AND BRACING. �/�/ 25, �G� SHI 7 TRANSFER LOAD OF HOME ONTO FOUNDATIONWORKS PIERS USING THE FINE ADJUS i MEN7 (THREADED ROD) 2006 .- 8_ SO.— 8 FOR THIS STEP A 318" SPLIT -TIP DRILL BIT AND A 1/2 HORSEPOWER DRILL ARE NEEDED DRILL HOLES THROUGH CROSS BRACE TUBING USING PRE - DRILLED HOLES AS GUIDES THERE SJPPCRT COWMN SEES ARE (2) SETS OF HOLES IN EACH CROSS BRACE ARM BOLT TUBES TOGETHER USING 3/8" BOLTS AND BOLTS PROVIDED A. 13 10 11/2' 38° 9 USE SUPPLIED 'U' BOLT TO FASTEN THE CROSS BRACE ARMS TOGETHER AT THE INTERSECTING POINT a 16" TO 23' PRECAST, REINFORCED, UGH TWEIGHT, 3 WAR ANU51A€NT - - -- 7,'" CONCRETE G 18 -1/2" TD 11' CONCRETE FOOTING 8EIWEEN N - 1 ' ' 1 0, 24. ro a5' - * ^r . -?. : '� u _ '"�� . �1 AT L �� . ,y ti . z r, r � tr y... 1 , .r, � - ,r .�' E. PIER HEt]ITe TH - r t. r . y ? ' I i .� - n K , 1 0 i I µ 1 x i = `t I 1 1' r,„-,- d ui' rzi 5' 3 - .7 ':, 7°- X .�. p t i ,� � Y � gm ,A, ' e-4! 'c , ; ' { T l :r n 11 ' *' CROSS AND l�t1OTLdNALLY CRC= .38 MUST BE .L.=',. c y "' "t x y pt --. �!+ rf iL �.' } `i! 1 .. 6 I' _.. ,eet K'.C�". t J _ �� -_ BRACED. __,...s. . ....„ -n ._ �..._r. -.7 n.,_ 5.0 e;u.uu,:ci.v=- r . e.1 H ^!;.L.y F 4i. A ro i ' . I F ' N �--� m � a�awn to aart technology *' [M] 100 BOEING DR, GREENSBORO, NC 27409 36) 544 -0559 OR TDLL FREE B00- 497 -5484 FOOFOUNDAMONWORKSINC.oOM LONGITUDINAL BRACING DETAIL •